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Traffic Impact Analysis
Mar 23 05 02:49p Mar 23 05 i19:52a p. 3 Richard Garcia, P.E. 005-575-6474 p.2 i 03/23/2005 09:59 FAX March 7, 2005 vas 3 002 Ms. t,irla 1. Medina, AICP Assistant Transportation Coordinator City of Miami, Office of the City Manager/Transportation 444 SW et Avenue (10th Floor) Miami, Florida 33130 Re: Coastal on the River —Sufficiency Letter — W.O. # 90 Dear Ms. Medina: Via Fax and US Mail Subsequent to our February 34 2005 review comments for the subject project, we have received a revised traffic impact report on February 22. 2005 and further corrections on February 24, 2005 prepared by Richard Garcia end Associates, Inc. (RGA). Photocopy of the response Letter is attached herewith. At this time. we conclude that the revised traffic inpact report along with the subsequent submittal meet all the traffic requirements and the report is found to be sufficient Should you have any questions, please call Quazl Masood or me at 954.739.1851. Attachment Co: Mr. Kevin Watford, Planner 1. City of Miami (Fax- 4115.U43) Mr_ Richard Garcia. P.F., RGA Inc. (Fax— 30s 6746F74) UPS Cotpwahlan Lad.aahore Carnple. 5100 NW &VC Mame, Sulte 150 Fort lauWxrais, R.3t3309.637S 7eT: 954.73918112. Fax 954.733-1789 COASTAL ON THE RIVER Major Use Special Permit (MUSP) Traffic Impact Study NW 22nd Avenue & NW 14th Street Miami, Florida By: RICHAR.D GARCIA & ASSOCIATES/ INC. Revised February 15, 2005 03/23/2005 0959 FAX ERS oji Lakeshore Complex 6100 NW 33'd Avenue Suite 150 Fort Lauderdale, Florida 33309-6375 Phone: 954-739-1881 Fax: 954-739-1789 F» COVE FAX NO.: - SHEET PY TO: Ms. Lilia 1. Medina (F: 305-416-1019) Mr, Kevin Walford (F: 305-4/6-1443) FIRM: City Of Miami FROM: Qua7i Masood RE: Coastal on the River MUSP (W.O. # 98) Sufficiency Letter DATE: March 7, 2005 COPY: Mr, Richard Garcia, RE, (F: 305.675.6474 PAGE I of: COMMENTS: Attached please find the letter for the subject project IF YOU DO NOT RECEIVE ALL PAGES, PLEASE CALL U8 P.AlvIEDiATELY AT THE ABOVE NUMBER. 03/23/2005 09:59 FAX URS Z002 March 7, 2005 Ms. Lilia I. Medina, AICP Assistant Transportation Coordinator City of Miami, office of the City Manager/Transportation 444 SW 2'd Avenue (10th Floor) Miami, Florida 33130 Re: Coastal on the River Sufficiency Letter — W.O. # 98 Dear M. Medina: Via Fax and US Mail Subsequent to our February 3 2005 review comments for the subject project, we have received a revised traffic impact report on February 22, 2005 and further corrections on February 24, 2005 prepared by Richard Gamia and Associates, inc. (RGA). Photocopy of the response letter is attached herewith, At this time, we conclude that the revised traffic impact report along with the subsequent submittal meet all the traffic requirements and the report is found to be sufficient Should you have any questions, please call Quazi Mascod or me at 954.739.1851. Since ra on Sou hem Raj hanm Sent r Traffic' ear Attachment Cc: Mr. Kevin Walford, Planner City of Miami (Fax - 305,416.1443) Mr. Richard Garcia, RE, RGA Inc. (Fax— 305,(575.6474) URS Corporation Lakeshore Complex 5100 NW 33rd Avenue. Suite 1.50 Fcrt Lauderclate, E 33309-5375 T& 954.739.1881 Fax: 954.739.1789 RICHARD GARCIA & ASSOCIATES, INC. PHONE: (305) 595-7505 FAX (305) 675-6474 FAX TRANSMITTAL TO: FROM: Mr. Raj Shanuga, P.E. Richard Garcia, P.E. COMPANY: DATE: URS 2/24/2005 FAX NUMFER: 954-739-1789 TOTAL NO: OF PAGES,.,f 4CLUDING COVER: // PHONE NUMBER, SENDER'S REFERENCE NUMBER: RE: Coastal on the River Mt "SP comments URGENT II FOR REVIEW ❑ PLEASE COMMENT d AS REQUESTED ❑ PLEASE RECYCLE Raj: As discussed with Quazi in the LSR meeting held on Wednesday February 23, 2005 at the City of Miami, attached herewith are the responses to your preliminary comments dated 2/3/2005. 1. The study has been revised and submitted at the above meeting to both URS and the City. You will find the revisions to include the 645 dwelling units in Table 1 (page 5) and Appendix A. 2. The architect is aware and will address maneuverability issues. 3. The northbound and southbound have been corrected and updated in the report dated February 15, 2005. 4. Graphics for future TMC's are included in the revised report on page 21. Although the above addresses the comments received Quazi and 1 have found other discrepancies during the meeting as follows: A. In updating the TA7 to reflect the new Cost Feasibility Plan the year 2000 was utilized. Attached is a revised page 6 and 7 of the report with the 2005 directional percentages corrected. B. Supplemental information to be included in Appendix B & C is additionally included. This should satisfy the issues raised for the referenced TIS. Thank You, Richard Garcia, P.E. cc: file. Coastal on the River MUSP Traffic Impact Study i 4.0 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 750 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in Appendix B. The corresponding traffic distribution being assigned to the following directions are outlined in Table 2. Appendix B includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. Table 2: Cardinal Distribution DIRECTION DISTRIBUTION % NNE ENE ESE SSE SSW '.'. WSW WNW NNW 10.64 11.49 13.93 8.33 14.43 15.62 13.27 12.29 TOTAL 1 UAAB RICHARD GARCIA & ASSOCIATES, INC. 6 Coastal on the River MUSP Traffic Impact Study i 5.0 Traffic Assignment The PM peak hour trips as well as the daily trips from Table 1 have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak hour represents the worse case. Table 3 was developed to depict the PM Peak Hour Assignments. Appendix C includes the ingress and egress traffic distribution with the corresponding assignments to the North, South, East and West for the PM peak hour and Daily Trips. Table 3 is the cardinal traffic assignments which are further grouped as indicated into the four primary quadrants. Table 3: PM Peak Hour Traffic Assignments PM Peak Trips DIRECTION IN OUT Tota NNE 12 7 19 ENE ESE SSE SSW WSW WNW 13 8 21 16 10 26 10 6 16 17 10 27 18 11 29 16 9 25 NNW 14 8 22 TOTAL 117 68 186 RICIHARD GARCIA & ASSOCIATES, INC. 7 Appendix A- Cardinal Distribution Report Interim Year 2005 Cost Feasible Plan a Miami -Dade Interim 2005 Cost Feasible Plan i i DIRECTIONAI DISTRIBUTION SJM4`ARY ORIGIN CARDINAL DIRECTIONS TOTAL ZONE NNE ENE ESE SSE SSW wsw WNW NNT4 736 TRIPS 935 540 734 506 831 552 104 293 4495 PERCENT 20.80 12.01 16.33 11.26 18.49 12.28 2.31 6.52 737 TRIPS 2159 1267 1762 1171 1998 957 457 1133 10904 PERCENT 19.80 11.662 16.16 70.74 18.32 8.78 4.19 10.33 738 TRIPS 2831 1852 2275 1483 2658 1753 802 2211 15865 PERCENT 17.84 11.67 14.34 9.35 16.75 11.05 5.06 13.94 739 TRIPS 1097 710 971 639 1404 945 300 1159 7225 PERCENT 15.18 9.83 13.44 8.84 19.43 13.08 4.15 16.04 740 TRIPS 1329 1123 1242 790 1483 1031 440 1110 8548 PERCENT 15.55 13.14 14.53 9.24 17.35 12.06 5.15 12.99 741 TRIPS 823 699 977 488 1204 958 488 1270 6907 PERCENT 11.92 10.12 14.15 7.07 17.43 13.87 7.07 18.39 742 TRIPS 1602 1369 1204 943 2359 2032 1254 2264 13027 PERCENT 12.30 30.51 9.24 7.24 18.11 15.60 9.63 17.38 743 TRIPS 9391 8238 8599 6346 10421 10135 2835 8799 64764 PERCENT 14.50 12.72 13.28 9.80 16.09 15.65 4.38 13.59 744 TRIPS 1441 1093 1398 1025 1460 1919 670 1476 10482 PERCENT 13.75 10.43 13.34 9.78 13.93 18.31 6.39 14.08 745 TRIPS 328 255 458 271 357 539 213 351 2772 PERCENT 11.83 9.20 16.52 9.78 12.88 19.44 7.68 12.66 746 TRIPS 1391 822 1616 841 1885 2288 821 1555 11219 PERCENT 12.40 7.33 14.40 7.50 16.80 20.39 7.32 13.86 747 TRIPS 368 440 660 313 590 453 533 451 380E PERCENT 9.66 11.55 17.33 8.22 15.49 11.90 14.00 11.84 748 TRIPS 394 300 390 269 455 462 299 428 2997 PERCENT 13.15 10.01 13.01 8.98 15.18 15.42 9.98 14.28 749 TRIPS 439 487 806 160 648 587 599 530 4256 PERCENT 10.31 11.44 18.94 3.76 15.23 13.79 14.07 12.45 750 TRIPS 702 758 919 550 952 1031 876 811 6599 PERCENT 10.64 11.49 13.93 8.33 14.43 15.62 13.27 12.29 - 50 - 1/18i05 i S COASTAL ON THE RIVER MUSP Project Cardinal Distribution (TAZ 750) PM Peak Trips DIRECTION DISTRIBUTION % IN OUT Total NNE S 10.64 12 7 19 11.49 13 8 21 � SE 13.93 16 10 26 8.33 10 6 16 14.43 17 10 27 �...:,.._,.......' 15.62 18 11 29 13.27 16 9 25 12.29 14 8 22 . "I' 100.00 117 68 185 Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 2005 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. Coastal on the River MUSP Traffic Impact Study TABLE OF CONTENTS EXECUTIVE SUMMARY II 1.0 INTRODUCTION 1 2.0 PROJECT DESCRIPTION / LOCATION 2 3.0 TRIP GENERATION 4 4.0 TRAFFIC DISTRIBUTION 6 5.0 TRAFFIC ASSIGNMENT 7 6.0 TRAFFIC COUNT$ 9 7.0 EXISTING CONDITIONS 13 8.0 TRANSIT SERVICES 16 9.0 PLANNED ROADWAY IMPROVEMENTS 17 10.0 COMMITTED DEVELOPMENTS 18 11.0 CORRIDOR LEVEL OF SERVICE ANALYSIS 19 12.0 INTERSECTION LEVEL OF SERVICE ANALYSIS 21 13.0 RECOMMENDATION 23 RICHARD GARCIA & ASSOCIATES, INC. Coastal on the River MUSP Traffic Impact Study Executive Summary The subject project is located on the Northwest corner of NW 22nd Avenue and NW 14'h Street in the City of Miami, Florida. The subject development is a high-rise residential condominium with 645 dwelling units. The Trip Generation calculations of this project reveal there will be 186 net vehicles per hour (vph) in the PM peak hour and 2,637 vph during a typical weekday. The subject project is located in TAZ 750 and has had the traffic assigned to the surrounding roadway and transit system using the MUATS Cardinal distribution. Link and intersection traffic counts were collected, averaged and adjusted for seasonal variations and used in the link analysis and intersection analysis. This analysis was performed for the existing condition, background, committed and background and with the cumulative effects of the above and the project traffic. The results indicated the corridor person trip analysis will either remain at LOS B or will drop to LOS C in the in the Southbound and Westbound directions of NW 22nd Avenue and NW 14th Street. The intersection analysis indicates NW 22nd Avenue and NW 14th Street will go from a LOS D to LOS E. The Southbound approach of RICHARD GARCIA & ASSOCIATES, INC. Coastal on the River MUSP Traffic Impact Study i NW 23rd Avenue and NW 14th Street will go from a LOS C to LOS D. Lastly, the driveway intersection analysis indicates the proposed LOS will be C with a Queue length of approximately 28 feet. As such, the results of the analysis contained in this report find that the levels of service thresholds are maintained within the LOS standard of E. Therefore, this project does not contribute any significant traffic impact, as sufficient roadway capacity exist. Moreover, this development should be granted development approval. RICHAR© GARCIA & ASSOCIATES, INC. iii Coastal on the River MUSP Traffic Impact Study 1.0 Introduction The purpose of this study is to evaluate the associated traffic impacts with the proposed development of a Major Use Special Permit (MUSP). This MUSP is for the Coastal on the River development project located at the Northwest corner of NW 22nd Avenue and NW 14th Street in the City of Miami, Florida. The traffic impacts to the adjacent roadways were evaluated as well as signalized and unsignalized intersections that were most affected by this development. This analysis was performed for the existing and proposed conditions during the PM Peak Hour. This report follows the methodologies adopted by the City of Miami's Person -Trip Analysis and conforms to the Institute of Transportation Engineer's (ITE) Trip Generation, and Traffic Impact Studies Manual. Lastly, this report has evaluated the following: • Trip Generation • Traffic Distribution • Traffic Assignment • Traffic Counts: ATR & TMC • Existing Link Level of Service • Proposed Link Level of Service • Existing Intersection LOS Analysis • Proposed Intersection LOS Analysis • Recommendation RICHARD GARCIA & ASSOCIATES, INC. Coastal on the River MUSP Traffic Impact Study i 2.0 Project Description / Location The subject project is located on the Northwest corner of NW 22nd Avenue and NW 14th Street in the City of Miami, Honda. The subject development is a high-rise residential condominium with 645 dwelling units. The following land use, as identified by the Institute of Transportation Engineers (ITE), most closely resembles the proposed development. This land use is as follows: • Land Use 232: High-rise Residential Condo wI 645 DU (Dwelling Units) Previously the site was a vacant lot. Site access is provided via a full ingress/egress driveway on NW 14th Street. This driveway is located on the western side of the site. Since NW 14th Street is a two lane undivided roadway, this driveway can accommodate all turning movements. Figure 1 depicts the site's location map. RICHARD GARCIA & ASSOCIATES, INC. 2 Coastal on the River MUSP Traffic Impact Study i i a Figure 1: Location Map [EA RICHARD GARCIA & ASSOCIATES, INC. 3 Coastal on the River MUSP Traffic Impact Study 3.0 Trip Generation The trip generation characteristic for the subject project was obtained from ITE's Trip Generation Manual, 7th Ed. ITE's Land Use 232: High -Rise Residential Condominium was used to determine the trip generation rates and totals for the proposed development. The Trip Generation calculations results of the proposed improvements are summarized below. The 1TE rates and percentages for both the Average Weekday Two-way Volume and PM Peak Hour Trips are included in Appendix A. Table 1 below summarizes the greatest traffic impact associated with the subject development, which occurs during the PM peak. Lastly, the trip generation was converted to net vehicle trip by utilizing the City's Person Trip Methodology. This methodology uses a 16 % vehicle occupancy and an 8.2 % transit reduction factors. However, the pedestrian and bicycle trip reduction was not utilized. These factors are consistent with the values used in the City's DRI - Increment II for the SE Overtown area, which is similar in nature to the subject projects area. RICHARD GARCIA & ASSOCIATES, INC, 4 Coastal on the River MUM' Traffic Impact Study i Table 1: Trip Generation Land Use (LU) PM PEAK HOUR TRIPS IN OUT TOTAL Trips Trips TRIPS Residential Condo / Townhouse 155 90 245 Gross Vehicle Trips 155 90 245 Vehicle Occupancy Adjustment @ 16% 25 14 39 Transit Trip Reduction @ 8.2% 13 7 20 Pedestrian/Bicycle Trip Reduction @ 0% 0 0 0 Net Vehicle Trips 117 68 186 Net Person Trips in Vehicles @ 1.4 164 96 260 Net Person Trips in Transit @ 1.4 18 10 28 Net Person Trips (Vehicle and Transit Modes) 182 106 288 RICHARD GARCIA & ASSOCIATES, INC. 5 Coastal on the River MUSP Traffic Impact Study i 4.0 Traffic Distribution The Traffic Analysis Zone (TAZ) for the subject development is TAZ 750 as assigned by the Metropolitan Planning Organization's (MPO). The County's TAZ are included in Appendix B. The corresponding traffic distribution being assigned to the following directions are outlined in Table 2. Appendix B includes a TAZ Map and the corresponding Directional Distribution Summary for this zone utilizing the 2005 Cost Affordable Plan. Table 2: Cardinal Distribution DIRECTION DISTRIBUTION % NNE 11.531 ENE 11.46 ESE 12.88 SSE 7.08 SSW 13.60 WSW 15.68 WNW 14.26 NNW 13.49 TOTAL 100.00 RICHARD GARCIA & ASSOCIATES, INC. 6 t,oasrai on rite lover ,a/V P 1 mum impact ncuay 5.0 Traffic Assignment The PM peak hour trips as well as the daily trips from Table I have been distributed and assigned to the existing adjacent roads. As evident from trip generation calculations, the PM peak hour represents the worse case. Table 3 was developed to depict the PM Peak Hour Assignments. Appendix C includes the ingress and egress traffic distribution with the corresponding assignments to the North, South, East and West for the PM peak hour and Daily Trips. Table 3 is the cardinal traffic assignments which are further grouped as indicated into the four primary quadrants. Table 3: PM Peak Hour Traffic Assignments PM Peak Trips DIRECTION IN OUT Total NNE 14 8 22 ENE 13 8 21 ESE 15 9 24 SSE 8 5 13 SSW 16 9 25 WSW 18 11 29 WNW 17 10 27 NNW 16 9 25 TOTAL 117 68 186 North 22+25=47 South 13+25=38 West 29+27=56 RICHARD GARCIA & ASSOCIATES, INC. 7 Coastal on the.Kiver MUJY a rarrte impact , Tuuy Figure 2 includes the project traffic assignment percentages to the driveways and intersections analyzed during the PM peak hour condition. This figure is also included in Appendix C as Figure B. Figure 3: PM Peak Traffic Assignments Percentages Li rn 0,4 27 NW I4 ST P1-----D. uJ d cu 40 -314. t 43 4k 31 2 PROJECT SITE n-t s RICHARD GARCIA & ASSOCIATES, INC. 8 -....vesawe. vn El1G L\EVGF t I {JCS! 1 fUUi11 Impact aI11uy Figure 3 includes the project traffic assignment volumes to the driveways and intersections analyzed during the PM peak hour condition. This figure is also included in Appendix C as Figure A. Figure 3: PM Peak Project Traffic RICHARD GARCIA & ASSOCIATES, INC. 9 4,4114uui Ufl the iuver to vor I rtum; impact aLUuy 6.0 Traffic Counts For the purposes of the corridor analysis, continuous 48 hour Automatic Traffic Recorder (ATR) were collected on Tuesday December 14 and Wednesday December 15, 2004. These counts were averaged, adjusted for seasonal variations and corrected for multi -axle traffic by utilizing the Florida Department of Transportation Seasonal Factor (SF). and Axle Correction Factors of 1.01 and 099, respectively. Table 4 depicts the results of the seasonally adjusted PM Peak hour. Lastly, these calculations were similarly performed for the Average Annual Daily Traffic (AADT) and are included in Appendix D. Table 4: PM Peak Hour Volumes ROADWAY DIR PM PEAK HOUR VOLUME NAME AT bQ-'P^ N} ,3'.y' v" n 4� "�.- , 'S�^3K' -.i .'' 1 2 8 13 NB 1,394 NW 22nd Ave South of NW 14 St SB 1,302 LINK 2,696 EB 532 NW 14th St West of NW 22 Ave WB 602 LINK 1,134 RICHARD GARCIA & ASSOCIATES, INC, 10 a. oasaai on me 'river 1n uar ras1ic impact atuuy For the purposes of the intersection analysis, additional traffic data collection was performed consisting of vehicular and pedestrian two-hour manual Turing Movement Counts (TMC) at the following intersections during the PM peak hour: ➢ NW 22nd Avenue & NW 14th Street ➢ NW 14th Street & NW 23rd Avenue Appendix E contains the TMC raw data sheets for the above intersections. Additionally, Table T-3 provides Existing and Proposed PM Peak Hour TMC's. This sheet has been developed to summarize the data, provide seasonal factor utilized to seasonally adjust the counts to an average yearly condition and calculate the background traffic. Lastly these tables provide the future traffic condition by adding the site traffic from the traffic Assignments above, the background traffic and the committed traffic that will be addressed in the following sections of this report. RICHARD GARCIA & ASSOCIATES, iNC. 11 coastal on ine lover MU131" I rum impact 3tuuy Existing TMC The following turning movement counts are summarized after having been seasonally adjusted with the weekly seasonal factor obtained from FDOT. The following TMC's are at the signalized intersection of NW 22nd Avenue and NW 14th Street. 196 16 273 NW 22 AVE 398 1052 17 18 -14=== 12 10 203 1092 16 i NW 14 ST i The following TMC's are at'the unsignalized intersection of NW 23rd Avenue and NW 14th Street. 3 C=D 501 �t Kia RICHARD GARCIA & ASSOCIATES, INC. 12 vVNJEuc Mr; WV. AIL VG/' .W1 UA7F iruinc impact. aiuuy 7.0 Existing Conditions Geometry: NW 22nd Avenue NW 22nd Avenue is a non -state 4 lane divided minor arterial. It provides connectivity in the north -south direction and has auxiliary left turn lanes at most intersections. On -street parking is not allowed. The following pictures depict the roadway condition in the Northbound and Southbound direction approaching NW 14th Street. NB NW 22nd Avenue SB NW 22nd Avenue The following lane assignment exists at the signalized intersection of NW 22nd Avenue and NW 14th Street. RICHARD GARCIA & ASSOCIATES, INC. 13 c.vyacus vas arse ■UV T lrl UUI- t rank impact tuay Geometry; NW 14th Street NW 14th Street is a local two-lane undivided minor arterial roadway that provides connectivity in the East --West direction. On -street parking is not allowed near the intersection of NW 14th Street and NW 22nd Avenue. The following pictures depict the roadway condition in the Eastbound and Westbound direction approaching NW 22nd Avenue and approaching NW 23rd Avenue, respectively. EB NW 14th Street Geometry: NW 23rd Avenue NW 23rd Avenue is a local two-lane, two way curvilinear collector road. The following picture depicts the roadway condition in the southbound direction approaching NW 14th Street. On -street is allowed. SB NW 23rd Avenue WB NW 14th Street RICHARD GARCIA & ASSOCIATES, INC. 14 1 f µlit. ll 1}flt L U%YIRJ The following lane assignment exists at the stop controlled (Unsignalized) intersection of NW 23rd Avenue and NW 14th Street. i 23 AVE NW 14 ST Signalization NW 22nd Avenue & NW 14th Street The existing signal Timing was obtained from Miami -Dade County Signals and Signs division. The existing PM Peak hour condition has a 120 second cycle length. The Signal Operating Plan (SOP) consists of a three phase operation. The first phase provides for a northbound through -left lead with 5 seconds green and 3 second change (yellow) interval. The second phase is the north -south through movement which allows permissive left turns. This phase has a 54 second green indication followed by 4 second change and 2 second all red. Lastly, the east -west completes the cycle with 47 seconds of green, 4 second of yellow and I second all red. The above is further documented in Appendix F. RICHARD GARCIA & ASSOCIATES, INC. 15 • 8.0 Transit Services For the purposes of the Person Trip methodology, transit services were obtained from Miami -Dade Transit Agency. The following table depicts the existing bus volume and capacity that provides services to the subject project. These volumes and capacities were utilized in the person trip corridor analysis. Appendix G contains the existing transit volume to capacity calculations. Table 5: Existing Transit Volume to Capacity TRANSIT CORRIDOR TRANSIT ROUTE ROUTE PM PEAK CAPACITY PM Peak Volume Transit vfc NW 22nd Ave 22 246 28 0.11 Bus Total 246 28 0.11 NW 14th St 6 117 43 0.37 TOTAL. 117 43 0.37 4 RICHARD GARCIA & ASSOCIATES, INC. 16 coastal an the River MUSP 'Traffic Impact Study 9.0 Planned Roadway Improvements The 2005 Transportation Improvement Program (TIP) was reviewed for possible roadway improvements. However, neither NW 14th Street nor NW 22nd Avenue are programmed for improvements within the area of the subject project. As such, the proposed conditions will be based on the existing roadway geometry. C__ RICHARD GARCIA & ASSOCIATES, INC. 17 coastal on weiCtver muJr rattK: impact a«,uy 10.0 Committed Developments Consistent with City requirements, both the City Traffic Engineering Consultant as well as the City's Planning and Zoning Department was provided a list of committed developments. This list was developed from the most recent City of Miami Large Scale Development Report. From this list the City's provided the available data for projects with traffic impact studies. These projects consisted of Hurricane Cove, Miami Rivertown and Terrazas River Park Village. Appendix H provides the above list as well as the Committed Developments spreadsheet and the excerpts from the referenced studies. RICHARD GARCIA & ASSOCIATES, INC. 18 c:oastai on me laver mum' i num impact Ntuay 11.0 Corridor Level of Service analysis A corridor analysis was performed that follows the City of Miami's Person Trip Methodology. This methodology has been utilized in the City's Development of Regional Impact (DR!) - Increment 11 and has been accepted by both the FDOT and the South Florida Regional Planning Council. Lastly, this methodology is further detailed in the City's document: Transportation Corridors: Meeting the Challenge of Growth Management in Miami. The results of the corridor analysis reveal that all levels of service thresholds remain at LOS B or C for the roadway and segment. Table 6 is a summary of the results while Appendix I contains the spreadsheet utilized to compute the seasonally adjusted existing condition, the future year (i.e. 2008) background condition, the background and committed condition and finally, the proposed condition containing the cumulative effects. RICHARD GARCIA & ASSOCIATES, INC. 19 i.vuaxuc un ine Elver m uvr I all II; illy ati .7Luuy Table 6: Person Trip Corridor Analysis Summary ROADWAY MODE SEGMENT TOTAL ROADWAY FROM TO DIR ROADWAY PERSON TRIP SEGMENT PERSON TRIP V/C LOS VIC LOS NW 22nd Ave SR 836 NW 20 St NB 0.68 B 0.63 B NW 20 St SR 836 SB 0.63 B 0.59 B NW 14th St Miami River NW 27 Av EB 0.58 B 0.56 B NW 27 Av Miami River WB 0.65 B 0.63 B NW 22nd Ave SR 836 NW 20 St NB 0.72 B 0.67 B NW 20 St SR 836 SB 0.67 B 0.63 B NW 14th St Miami River NW 27 Av EB 0.61 B 0.59 B NW 27 Av Miami River WB 0.69 B 0.67 B SR 836 NW 20 St Miami River NW27Av NW 22nd Ave NW 14th St NW 22nd Ave NW 20 St SR 836 NW 27 Av Miami River NB SB 0.73 0.68 EB 0.61 WB 0.69 B 0.68 0.64 0.59 0.67 SR 836 NW 20 St NB 0.76 0.71 NW 20 St SR 836 SB 0.72 0.68 NW 14th St Miami River NW 27 Av EB 0.70 0.69 NW 27 Av Miami River WB 0.80 0.79 C Ric D GARCIA & ASSOCIATES, INC. 20 c,oasrua on me rover m umr i ruin impact asuay 12.0 Intersection Level of Service Analysis Future turning movement counts were taken from the Intersection Approach Volumes worksheet included in Appendix E. The following future TMC's are at the signalized intersection of NW 22nd Avenue and NW 141h Street. ► NW 22 AVE 1 AtC:=1 469 1133 18 19 4M . 15 ..,4:#?:1 11 235 19 311 252 1169 17 NW 14 ST The following future TMC's are at the unsignalized intersection of NW 23rd Avenue and NW 14th Street. 3 E4)#- 564 C==y> �t RICHARD GARCIA & ASSOCIATES, INC. 21 1....,QUMAIR ars LneluJer 111VilC rarnc impact Many i intersection analyses were performed for the seasonally adjusted existing condition and the proposed condition at the signalized intersections using the Signal 2000 software package while Synchro was utilized for the stop controlled (Unsignalized) as well as the site driveway intersections. The results indicate the LOS are within acceptable guidelines for these types of facilities. Table 7 provides a summary of the results while Appendix J provides the program output. Table 7: intersection LOS Summary Level of Service Summary Existing Proposed Intersection V/C LOS V/C LOS NW 22 Ave & NW 14 St 0.78 D 0.87 E NW14St & NW23Ave 0.41 C 0.45 D NW 14 St & Site DM 0.43 A 0.49 C Note: Critical approach vie indicated. RICHARD GARCIA & ASSOCIATES, INC. 22 c.vcs &aL vfs afsc 1144'Gf 1rij IMJA a[ all fl. J1.1.112p1GME vcufJ 13.0 Recommendation i The results of the analysis contained in this report find that the levels of service thresholds are maintained within the LOS standard of E. As such, sufficient roadway and transit capacity exist to support this development. Therefore, this project does not contribute any significant traffic impact, as sufficient roadway capacity exist. Moreover, this development should be granted development approval. RICHARD GARCIA & ASSOCIATES, INC. 23 A: TRIP GENERATION i • COASTAL ON THE RIVER MUSP Project Trip Generation Analysis Land Use (LU) Units ITE LU CODE PM PEAK HOUR TRIPS ITE TRIP GENERATION IN OUT TOTAL RATE % Trips % Trips TRIPS Residential Cond© / Townhouse 645 DU 232 0.38 63% 155 37% 90 245 Gross Vehicle Trips 63% 155 37% 90 245 Vehicle Occupancy Adjustment @ 16.0% Of Gross Trips 63% 25 37% 14 39 Transit Trip Reduction @ 8.2% Of Gross Trips 63% 13 37% 7 20 Pedestrian/Bicycle Trip Reduction @ 0.0% Of Gross Trips 63% 0 37% 0 0 Net Vehicle Trips 63% 117 37% 68 186 �� Y��R'� , Ley .9Xriq�:t: �...�.L.1,.-,. ,.._.,,. ns »1r; ,.:..._i�'4.✓. W ➢`�->a` ai 44:9 4 ,.'#{� �Q*'? .'> qq':t y 9 aueL',":.�- ae .a. .- xeiYn .EWNx., s. �.. r �.��'®""��:,,.>1¢W.��k�3 _ s .93s3Z�sa ♦�ti 1 ya*i.. :i^Z3��lYd�^Ci�a@�5 i4 i:.'`M ',ayaF;T 3s'a�a..,j b ' a'l �� Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle 63% 164 37% 96 260 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 63% 18 37% 10 28 Net Person Trips Vehicle and Transit Modes) 63% 182 37% 106 288 _ '1'7Y^ ol,- 'i^9N?Fj�Sh„i�4'S'�'A Z:{��,Akfs:' @ Ai . " 4[ x v'a 9.. ;_.n... 'v'g_ L"s M*'z'rtr'i.,i. p ���� �� �cA;eFsm: .£t'... '`. t:.a • 3�'d '�N• 'i it r:':4.g xWn .,,, .. b�. ,,,} r a.��:,F"'T"� R. �6 s. £. �'ro'X� iLa 3'.A t�` ti u^'r ``v'";bX� k�� '{{� v��'�"�t �%/i�� f. ,k.<&,±q::,; ��§Siy E �.a � -k.. Net Person Trips (Walking/Bicyclinj) @ 1.40 Persons/ Vehicle 1 63% 0 37% 1 0 0 NOTES: Trip Generation from ITE 7th ED, Transit trip reduction from DRI Increment II for SE Overtown. lle COASTAL ON THE RIVER MUSP Project Trip Generation Analysis Land Use (LU) Units ITE LU CODE Weekday Two-way Volume ITE TRW GENERATION RATE IN OUT TOTAL % Trips % Trips TRIPS Residential Condo / Townhouse 645 DU 232 4.18 63% 1703 37% 993 2696 Gross Vehicle Trips 63% 1703 37% 993 2696 Vehicle Occupancy Adjustment @ 16.0% Of Gross Trips 63% 25 37% 14 39 Transit Trip Reduction @ 8.2% Of Gross Trips 63% 13 37% 7 20 Pedestrian/Bicycle Trip Reduction @ 0.0% Of Gross Trips 63% 0 37% 0 0 Net Vehicle Trips 63% 1665 37% 971 2637 Net Person Trips in Vehicles @ 1.40 Persons/ Vehicle 63% 2331 37% 1360 3692 Net Person Trips in Transit @ 1.40 Persons/ Vehicle 63% 18 37% 10 28 et Person Trips (Vehicle and Transit Modes 63% 2349 37% 1370 3720 rvU, die 3'lW' � 8'� .1 bds .. d A... a e '�.YY (. ;:. r ¢b-\ .;'��' � ..> ... &:�. � �js:_. -xa. ��ti r,Ct -. �' � � s, � `W , ` ..:.: ;i,..r Ea .. x �,'.� ;? 't C.'. ga n.,.§�a�`.z2..r,°��'��:�'-. � � .., to 6 A r'��� Net Person Trips (Walking/Bicycling) @ 1.40 Persons/ Vehicle 63% 0 37% 0 ,9 I 0 > , NOTES: Percent In and Out was taken from the PM Peak Hour since 7th Ed ITE Trip Gen software does not provide the splits. i i Coastal on the River MOSP (revised) Summary of Trip Generation Calculation For 645 Dwelling Units of High -Rise Residential Condo / Townhouse February 11, 2005 Average Standard Adjustment Driveway Rate Deviation Factor Volume Avg. Weekday 2-Way Volume 4.18 2.08 1.00 2696 7-9 AM Peak Hour Enter 0.06 0.00 1.00 39 7-9 AM Peak Hour Exit 0.28 0.00 1.00 181 7-9 AM Peak Hour Total 0.34 0.59 1.00 219 4-6 PM Peak Hour Enter 0.24 0.00 1.00 155 4-6 PM Peak Hour Exit 0.14 0.00 1.00 90 4-6 PM Peak Hour Total 0.38 0.62 1.00 245 AM Pk Er, Generator, Enter 0.06 0.00 1.00 39 AM Pk Er, Generator, Exit 0.28 0.00 1.00 181 AM Pk Hr, Generator, Total 0.34 0.59 1.00 219 PM Pk Hr, Generator, Enter 0.26 0.00 1.00 168 PM Pk Hr, Generator, Exit 0.12 0.00 1.00 77 PM Pk Hr, Generator, Total 0.38 0.62 1.00 245 Saturday 2-Way Volume 4.31 2.11 1.00 2780 Saturday Peak Hour Enter 0.15 0.00 1.00 97 Saturday Peak Hour Exit 0.20 0.00 1.00 129 Saturday Peak Hour Total 0.35 0.59 1.00 226 Sunday 2-Way Volume 3.43 1.88 1.00 2212 Sunday Peak Hour Enter 0.16 0.00 1.00 103 Sunday Peak Hour Exit 0.14 0.00 1.00 90 Sunday Peak Hour Total 0.30 0.55 1.00 194 Note: A zero indicates no data available. Source: Institute of Transportation Engineers Trip Generation, 7th Edition, 2003. TRIP GENERATION BY MICROTRANS f B: TAZ (TRAFFIC ANALYSIS ZONE) i s Traffic Analysis Zones Ye, 462 T49 Project Site -. 1(M LL- 7 LP L a Miami -Dade Transportation Plan (to the Year 2030) Directional Trip Distribution Report January 2005 Prepared by: X' Gannett Fleming In association with: PACO Group Public Financial Management Media Relations Group Miami -Dade 2000 Validation Distribution Report DIRECTIONAL DISTRIBUTION SUMMARY ORIGIN CARDINAL DIRECTIONS j TOTAL ZONE NNE ENE ESE SSE SSW WSW WNW 736 TRIPS 930 497 693 482 784 491 8 PERCENT 21.90 11.70 16.32 11.35 18.46 11.56 5 !. 1 285 4247 6.71 737 TRIPS 2109 1220 1653 1090 1878 835 498 1054 10337 PERCENT 20.40 11.80 15.99 10.54 18.17 8.08 r4.82 10.20 738 TRIPS 2831 1828 2133 1421 2498 14 875 2171 15239 PERCENT 18.58 12.00 14.00 9.32 16.39 9 3 5.74 14.25 739 TRIPS 1035 648 907 602 1275 / 885 332 1061 6745 PERCENT 15.34 9.61 13.45 8.93 18.90 13.12 4.92 15.73 740 TRIPS 1203 955 1120 681 1 1 876 409 1010 7535 PERCENT 15.97 12.67 14.86 9.04 17 00 11.63 5.43 13.40 741 TRIPS 791 698 985 469 1124 899 490 1243 6699 PERCENT 11.81 10.42 14.70 7.0! 16.78 13.42 7.31 18.56 742 TRIPS 1478 1184 1197 91 2133 1834 1244 2187 12148 PERCENT 12.17 9.75 9.85 33 17.56 15.10 10.24 18.00 743 TRIPS 8133 7149 8352 6734 9754 9394 2656 8948 61120 PERCENT 13.31 11.70 13.6 11.02 15.96 15.37 4.35 14.64 744 TRIPS 1168 808 1 67 986 1346 1816 623 1455 9569 PERCENT 12.21 8.44 1 29 10.30 14.07 18.98 6.51 15.21 745 TRIPS 278 235 435 264 366 516 216 375 2685 PERCENT 10.35 8.7. 16.20 9.83 13.63 19.22 8.04 13.97 746 TRIPS 1210 05 1521 828 1809 2085 885 1548 10691 PERCENT 11.32 .53 14.23 7.74 16.92 19.50 8.28 14.48 747 TRIPS 346 455 608 306 587 463 564 471 3800 PERCENT 9.1 11.97 16.00 8.05 15.45 12.18 14.84 12.39 748 TRIPS 5 274 346 260 448 433 291 425 2862 PERCENT 1 .45 9.57 12.09 9.08 15.65 15.13 10.17 14.85 749 TRIPS PERCENT 10 426 456 775 170 625 566 589 536 4143 28 8 71 4.10 09 13.66 1 22 2.94 750 TRIPS PERCENT 645 723 811 567 915 973 876 819 6329 10.19 11.42 12.81 8.96 14.46 15.37 13.84 12.94 -50- 1 /18/05 i rats 21 37 1 r i gr A GOASTA., ON TEE KIVK MUSP PROJECT TRAFFIC \coastaLdgn Feb. 14, 2005 08:14:09 i F gyre: B as COASTAL D\ KIMJSP PERCENT I NG ESS / EGRESS ms ...\coastal.dgn Feb. 14, 2005 09:14:32 C: TRAFFIC DISTRIBUTION i • i COASTAL ON THE RIVER MUSP Project Cardinal Distribution (TAZ 750) PM Peak Trips DIRECTION DISTRIBUTION % 10.19 11.42 12.81 8.96 14.46 15.37 13.84 12.94 100.00 Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 2005 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. IN OUT 12 7 13 8 15 9 11 6 17 10 18 11 16 9 15 9 117 68 Total 19 21 24 17 27 29 25 24 186 Assignment: North 19+24=43 East 21+24=45 South 17+27=44 West 29+25=54 COASTAL ON THE RIVER MUSP Project Cardinal Distribution (TAZ 750) Daily Trips DIRECTION DISTRIBUTION % 10.19 11.42 12.81 8.96 14.46 15.37 13.84 12.94 100.00 Note: Based on MUATS & Year 2025 Plan Update, Technical Report: Directional Trip Distribution Year 2005 Cost Affordable Plan, Date: December 31, 2001 obtained from Miami Dade MPO. IN OUT 170 99 190 111 213 124 149 87 241 140 256 149 230 134 215 126 1665 971 Total 269 301 337 236 381 405 364 341 2634 Assignment: North 269+341=610 East 301+337=638 South 236+381=617 West 405+364=769 S 2 3v i gore: A GOASTAI,- ON TUU K i V K MUS U 2 40 n i s pure : 8 COASTAL ON P -cCL!\ '. I NG T- KIv- MUS r 2 cia D: ATR (COUNTS) Coastal MUSP TABLE: T-1 Link ROADWAY i ci cnn ,g E o Li.cj Pi t° to Li. . ¢ Dirt NAME AT ADT ADT AVE ADT AADT Calculation AM COUNT PM COUNT DAILY COUNT AM COUNT PM COUNT DAILY COUNT i a 1 :..ItPa Glc logic 2 v 3 4 5 5 7 B 9 10 11 9 . �,9 1©:.. 11 12 _ •! , 13 AADT ay„ 14�,.. 1 NW 22nd Ave South of NW 14 St C� tr n' 0 '' 6- 'g g '' d) p NB 4906 10202 15108 5108 10174 15282 15195 16193 30,100 SB 4911 9863 14774 5081 9933 15014 14894 14893 LINK 9817 20068 29882 10189 20107 30296 30089 30086 2 Notes: 1 NW 14th St Roadway Name West of NW 22 Ave 4 C7 ittr 0 'g . n c m EB 2386 4005 6371 2652 4444 7096 6734 6733 13,200 WB 1846 4249 6095 2032 4743 6775 6435 6434 LINK 4212 8254 12466 4684 9187 13871 13169 13167 2 Location of Count 3 Source of Data: RGAzRtchard Garcia & Associates, Inc, 4 Beginning of data count 5 Ending of data count 8 Season Factor obtained from 2002 Florida Traffic Information CD, Miami -Dade South Category 8701 7 Axle Correction Factor obtained from 2002 Florida Traffic Information CD 3 Link Direction 9, 10, 11 Raw Data 12 Average of Count 13 Seasonally Adjusted MOT CalculetIon=Average•SF`ACF 14 Rounded AADT as per AASFITOfFDOT guidelines 3 Richard Garcia and Associates, Inc. 2004 • • Coastal MUSP Table: T-2 Link ROADWAY Source o mate From Date To cca t d DIR PM Peak Hour AVERAGE PM PEAK HOUR VOLUME NAME AT Tuesday Wednesday � es .p $' f;f.:�t 4 •�F: ti..Y,. B' .i.,,,. �J(`{tG: .. 'a S . 3 1 � +hti "',h\4 ?.X R _ y-\. L. ^. ��a� fi�>...:� .: y�:3 Yro,, � 3 - ' iW /;}'��'-E`` f�S�`'��`s'"-�..-� .Y y, .�'s.,",,',,; hi '!>:1 `C 4 7 .: 6 .1>„ ..R9.�.,s....'� 9 10 12 13 1 NW 22nd Ave South of NW 14 St 6 cc `� a N e- g r a o NB 1317 1471 1394 1,394 SB 1307 1298 1303 1,302 LINK 2624 2769 2697 2,696 2 NW 14th St West of NW 22 Ave 0 w ' r cg T c7? - . 6 EB 504 561 533 532 WB 560 644 602 602 LINK 1064 1205 1135 1,134 2 Location of Count 3 Source of Data: RGA=Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Season Factor obtained from 2002 Florida Traffic information CD, Mlami-Dade South Category 6701 7 Axle Correction Factor obtained from 2002 Florida Traffic Information CD S Link Direction 9, 10, 11 Raw Deist 12 Average of Count 13 Seasonally Adjusted Calculation-Average•SF"ACF O Richard Garcia and Associates, Inc. 2005 or • Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 Page 1 Site Code: NW 22 Ave S10 14 St Station ID: Latitude: 0` 0.000 Undefined Start 14-Dec-04 Time Tue SB NB Total 12:00 AM 31 32 63 12:15 26 27 53 12:30 22 25 47 12:45 16 22 38 01:00 18 17 35 01:15 10 22 32 01:30 9 23 32 01:45 13 16 29 02:00 10 23 33 02:15 4 14 18 02:30 14 9 23 02:45 7 14 21 03:00 8 8 16 03:15 4 10 14 03:30 3 15 18 03:45 5 7 12 04:00 5 11 16 04:15 9 15 24 04:30 16 20 36 04:45 15 22 37 05:00 15 36 51 05:15 25 52 77 05:30 55 59 114 05:45 41 77 118 06:00 51 95 146 06:15 67 140 207 06:30 94 228 322 06:45 153 145 298 07:00 150 173 323 07:15 170 185 355 07:30 206 189 395 07:45 218 169 387 08:00 206 152 358 08:15 216 174 390 08:30 208 174 382 08:45 254 168 422 09:00 202 168 370 09:15 156 171 327 09:30 251 205 456 09:45 226 181 407 10:00 220 209 429 10:15 212 190 402 10:30 215 193 408 10:45 215 199 414 11:00 202 195 397 11:15 206 203 409 11:30 212 219 431 11:45 220 205 425 Total 4911 4906 9$17 Percent 50.0% 50.0% Peak 09:30 11:00 09:30 Vol. 909 822 1694 P.H.F. 0.895 0.901 0.929 Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 Start 14-Dec-04 Time Tue 3B NB Page 2 Site Code: NW 22 Ave S/0 14 St Station ID: Latitude: 0` 0.000 Undefined Total 12:00 PM 245 242 12:15 225 191 12:30 220 229 12:45 193 205 01:00 208 210 01:15 250 212 01:30 198 224 01:45 212 179 02:00 211 260 02:15 210 225 02:30 256 217 02:45 202 277 03:00 228 224 03:15 235 245 03:30 202 256 03:45 321 252 04:00 287 339 04:15 272 293 04:30 271 301 04:45 299 281 05:00 317 330 05:15 302 297 05:30 355 324 05:45 333 366 06:00 191 262 06:15 311 239 06:30 383 340 06:45 313 252 07:00 247 268 07:15 228 235 07:30 193 209 07:45 208 198 08:00 186 180 08:15 169 174 08:30 141 162 08:45 143 142 09:00 121 160 09:15 136 144 09:30 112 167 09:45 103 127 10:00 136 147 10:15 111 118 10:30 91 104 10:45 79 90 11:00 46 87 11:15 58 86 11:30 58 66 11:45 47 66 487 416 449 398 418 462 422 391 471 435 473 479 452 480 458 573 626 565 572 580 647 599 679 699 453 550 723 565 515 463 402 406 366 343 303 285 281 280 279 230 283 229 195 169 133 144 124 113 Total 9863 10202 20065 Percent 49.2% 50.8% Peak 17:00 17:00 17:00 Vol. 1307 1317 2624 P.H.F. 0.853 0.900 0.907 • 4, • Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 Start 15-Dec-04 Time Wed SB NB Page 3 Site Code: NW 22 Ave SIO 14 St Station ID: Latitude: 0' 0.000 Undefined Total 12:00 AM 30 44 74 12:15 34 40 74 12:30 34 42 76 12:45 17 24 41 01:00 28 23 51 01:15 17 24 41 01:30 17 22 39 01:45 20 17 37 02:00 8 17 25 02:15 16 15 31 02:30 17 18 35 02:45 14 16 30 03:00 17 18 35 03:15 12 19 31 03:30 8 6 14 03:45 9 17 26 04:00 9 13 22 04:15 11 14 25 04:30 15 23 38 04:45 13 24 37 05:00 31 31 62 05:15 31 50 81 05:30 35 75 110 05:45 61 85 146 06:00 68 105 173 06:15 87 157 244 06:30 112 17B 290 06:45 126 161 287 07:00 154 183 337 07:15 169 194 363 07:30 210 216 426 07:45 156 145 301 08:00 272 193 465 08:15 192 162 354 08:30 241 198 439 08:45 194 172 366 09:00 226 174 400 09:15 185 198 383 09:30 249 176 425 09:45 202 171 373 10:00 202 191 393 10:15 214 193 407 10:30 232 166 398 10:45 246 217 463 11:00 227 215 442 11:15 201 222 423 11:30 197 222 419 11:45 215 222 437 Total 5081 5108 10189 Percent 49.9% 50.1% Peak 10:15 11:00 10:45 Vol. 919 881 1747 P.H.F. 0.845 0.992 0.939 qr• Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 Page 4 Site Code: NW 22 Ave WO 14 St Station JD: Latitude: 0` 0.000 Undefined Start 15-Dec-04 Total Time Wed SB NB 12:00 PM 213 209 422 12:15 207 233 440 12:30 239 230 469 12:45 228 222 450 01:00 246 209 455 01:15 220 214 434 01:30 215 239 454 01:45 225 250 475 02:00 217 224 441 02:15 228 215 443 02:30 248 204 452 02:45 180 256 436 03:00 292 244 536 03:15 250 218 468 03:30 250 240 490 03:45 235 262 497 04:00 226 128 354 04:15 211 188 399 04:30 270 437 707 04:45 387 351 738 05:00 323 350 673 05:15 318 333 651 05:30 266 348 614 05:45 281 315 596 06:00 315 393 708 06:15 353 344 697 06:30 306 274 580 06:45 273 254 527 07:00 239 271 510 07:15 268 133 401 07:30 163 245 408 07:45 221 194 415 08:00 210 181 391 08:15 184 194 378 08:30 153 156 309 08:45 151 155 306 09:00 132 148 280 09:15 123 143 266 09:30 109 151 260 09:45 107 128 235 10:00 128 127 255 10:15 90 102 192 10:30 101 97 198 10:45 76 74 150 11:00 74 79 153 11:15 69 91 160 11:30 62 68 130 11:45 51 53 104 Total 9933 10174 20107 Percent 49.4% 50.6% Peak 16:30 16:30 16:30 Vol. 1298 1471 2769 0.839 0.842 0_938 Grand 29788 30390 60178 Total Percent 49.5% 50.5% ADT Not Calculated • • • Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 Page 1 Site Code: NW 14 St W/O 22 Ave Station tD: Latitude: 0` 0.000 Undefined Start 14-Dec-04 Total Time Tue EB WB 12:00 AM 12 11 23 12:15 15 16 31 12:30 14 11 25 12:45 11 5 16 01:00 10 7 17 01:15 9 6 15 01:30 5 7 12 01:45 4 5 9 02:00 9 7 16 02:15 4 7 11 02:30 6 6 12 02:45 4 4 8 03:00 7 4 11 03:15 3 2 5 03:30 0 2 2 03:45 1 3 4 04:00 3 6 9 04:15 3 6 9 04:30 3 6 9 04:45 7 2 9 05:00 7 13 20 05:15 13 22 35 05:30 31 18 49 05:45 27 15 42 06:00 35 25 60 06:15 109 35 144 06:30 79 54 133 06:45 92 55 147 07:00 75 69 144 07:15 95 56 151 07:30 89 58 147 07:45 99 81 180 08:00 106 73 179 08:15 95 68 163 08:30 123 57 180 08:45 108 65 173 09:00 93 70 163 09:15 108 66 174 09:30 97 96 193 09:45 87 80 167 10:00 69 78 147 10:15 71 76 147 10:30 85 74 159 10:45 80 81 161 11:00 90 78 168 11:15 87 91 178 11:30 96 80 176 11:45 90 89 179 Total 2366 1846 4212 Percent 56.2% 43.8% Peak 08:00 11:00 08:45 Vol. 432 338 703 P.H.F. 0.878 0.880 0.911 • 1%) r Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 Page 2 Site Code: NW 14 St W!O 22 Ave Station ID: Latitude: 0' 0.000 Undefined Start 14-Dec-04 Total lime Tue EB W8 12:00 PM 95 101 196 12:15 118 78 196 12:30 101 91 192 12:45 96 96 192 01:00 85 83 168 01:15 97 87 184 01:30 81 89 170 01:45 100 83 183 02:00 94 117 211 02:15 83 89 172 02:30 98 75 173 02:45 101 103 204 03:00 109 107 216 03:15 89 101 190 03:30 123 110 233 03:45 114 130 244 04:00 104 152 256 04:15 105 115 220 04:30 98 113 211 04:45 102 147 249 05:00 91 142 233 05:15 110 127 237 05:30 142 144 286 05:45 117 144 261 06:00 121 112 233 06:15 124 133 257 06:30 107 170 277 06:45 103 119 222 07:00 95 83 178 07:15 97 80 177 07:30 70 99 169 07:45 77 82 159 08:00 62 81 143 08:15 55 72 127 08:30 60 66 126 08:45 50 60 110 09:00 69 60 129 09:15 49 59 108 09:30 53 64 117 09:45 49 54 103 10:00 69 37 106 10:15 49 38 87 10:30 36 28 64 10:45 41 44 85 11:00 38 25 61 11:15 38 25 63 11:30 22 19 41 11:45 20 15 35 Total 4005 4249 8254 Percent 48.5% 51.5% Peak 17:30 16:45 17:30 Vol. 504 560 1037 P.H.F. 0.887 0.824 0.906 • • • Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 Page 3 Site Code: NW 14 St WIQ 22 Ave Station ID: Latitude: 0' 0.000 Undefined Start 15-Dec-04 Total Time Wed EB WB 12:00 AM 13 12 25 12:15 17 18 35 12:30 15 12 27 12:45 12 6 18 01:00 11 8 19 01:15 10 7 17 01:30 6 8 14 01:45 4 6 10 02:00 10 8 18 02:15 4 8 12 02:30 7 7 14 02:45 4 4 8 03:00 8 4 12 03:15 3 2 5 03:30 0 2 2 03:45 1 3 4 04:00 3 7 10 04:15 3 7 10 04:30 3 7 10 04:45 7 2 9 05:00 7 14 21 05:15 14 25 39 05:30 34 21 55 05:45 30 17 47 06:00 39 29 68 06:15 120 40 160 06:30 87 62 149 06:45 101 63 164 07:00 83 79 162 07:15 105 62 167 07:30 102 64 166 07:45 114 89 203 08:00 122 77 199 08:15 109 71 180 08:30 141 60 201 08:45 124 68 192 09:00 107 74 181 09:15 124 69 193 09:30 107 101 208 09:45 96 84 180 10:00 76 82 158 10:15 78 84 162 10:30 94 81 175 10:45 88 93 #87 11:00 99 90 189 11:15 96 105 201 11:30 110 92 202 11:45 104 98 202 Total 2652 2032 4684 Percent 56.6% 43.4% Peak 08:00 11:00 11:00 Vol. 496 385 794 P.H.F. 0.879 0.917 0.954 • RID r Start Time 12:00 PM 12:15 12:30 12:45 01:00 01:15 01:30 01:45 02:00 02:15 02:30 02:45 03:00 03:15 03:30 03:45 04:00 04:15 04:30 04:45 05:00 05:15 05:30 05:45 06:00 06:15 06:30 06:45 07:00 07:15 07;30 07:45 08:00 08;15 08:30 08:45 09:00 09:15 09:30 09:45 10:00 10:15 10:30 10:45 11:00 11:15 11:30 11:45 15-Dec-04 Wed Richard Garcia & Associates, Inc. 13117 NW 107 Ave, Unit 4 Hialeah Gardens, FL 33016 EB WB 109 111 220 136 86 222 106 100 206 101 106 207 89 91 180 102 96 198 85 98 183 115 91 206 108 129 237 95 98 193 113 83 196 111 113 224 120 123 243 98 116 214 135 127 262 125 150 275 114 160 274 116 121 237 108 119 227 112 169 281 100 163 263 121 146 267 156 166 322 129 158 287 133 123 256 143 146 289 123 187 310 118 131 249 109 91 200 107 92 199 77 114 191 85 94 179 68 93 161 61 83 144 66 76 142 55 66 121 79 66 145 56 65 121 61 74 135 56 62 118 76 43 119 54 44 98 40 31 71 45 48 93 40 28 68 42 28 70 24 21 45 22 17 39 Page 4 Site Code: NW 14 St W/O 22 Ave Station ID: Latitude: 0` 0.000 Undefined Total Total 4444 4743 9187 Percent 48.4% 51.6% Peak 17:30 16:45 17:30 Vol. 561 644 1154 P.H.F. 0.899 0.861 0.896 Grand Total 13467 12870 26337 Percent 51.1% 48.9% ADT Not Calculated • E: TMC (TURNING MOVEMENT COUNTS) • • i COASTAL ON THE RIVER MUSK INTERSECTION APPR©ACH Z 0 0 U Lti toSite cr INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Date of Count SF PEAK SEASONAL ADJUSTMENT BACKGROUND GROWTH RATE 2% No. of Years 3 Committed Developments Net Traffic w/o Project Site Traffic Assignment (%-IN) Site Traffic Assignment (%-OUT) Site Traffic (VPH) Site Traffic in Person- Trips Tragic in Person- Trips Total Traffic a 0 4 4 B 8 (Veh) (Transit) (VPH) 7 469 qTOTAL NW 22 AVE / NW 14 ST SOUTHBOUND SBR 394 E 0 1.01 1.01 398 422 422 40 7 0 8 47 e 66 30 7 SET 1042 SBL 17 1.01 1052 1 1117 18 1133 0 0 1133 TOTAL 1453 17 18 18 0 0 0 18 WESTBOUND WBR 18 1468 1557 16 1573 40 0 47 86 7 1620 1.01 1.01 18 19 19 0 0 0 19 WBT 12 WBL 10 12 13 13 2 2 3 15 1.01 10 11 0 11 0 0 0 0 d0 40 43 4 43 2 0 2 3 0 11 45 NORTHBOUND NBR 16 1.01 1.01 16 1092 17 17 0 0 0 6 17 NOT 1081 NBL 201 1.01 203 1159 10 1169 0 0 1169 TOTAL 1298 215 215 31 36 51 252 EASTBOUND EBR 270 1311 1391 10 1401 31 0 36 51 6 1438 1.01 1.01 273 289 289 31 21 30 8 311 BBT 16 i=BL 194 16 17 17 2 1 2 19 1.01 196 208 208 40 27 38 TOTAL 480 485 514 0 614 0 73 50 70 235 TOTAL. 3271 3304 — 3508 26 3532 73 73 136 190 8 21 564 3668 2 NW 14 ST / NW 23 AVE SOUTHBOUND SBR 4 ° ❑ 2 i 1 1 4 a_ ._ 4 0._ O p 0 4 SBT 0 1.01 0 0 0 0 501, 14 1.01 14 15 15 0 0 0 0 0 0 TOTAL 18 15 WESTBOUND WBR 14 18 19 0 19 0 0 0 0 0 19 1.01 14 15 15 0 0 3 15 WBT 619 1.01 625 663 663 WBL 1` 1.01 1 1 0 1 0 27 18 26 682 TOTAL 834 640 680 0 680 0 0 27 0 18 0 26 1 NORTHBOUND NBR 0 1.01 1.01 0 0 0 0 0 0 3 0 898 0 NBT 0 NBL 0 1.01 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 EASTBOUND EBR L 0 0 0 0 0 0 0 0 0 0 0 1.01 0 0 0 0 0 EST 496 1.01 501 532 532 27 0 ESL 3 1.01 3 3 3 32 45 5 564 TOTAL 499 504 535 0 535 27 0 0 32 0 45 5 3 TOTAL 1151 1163 1234 0 1234 27 27 50 71 8 587 1284 03Rlchard Garcia and Associates, Inc„ 2005 2/11/2005 • COASTAL ON THE RIVER MUSP INTERSECTION AP NTERSECTSCN NO. INTERSECTION NAME APPROACH MOVEMENT PM PEAK HR COUNT Dete of Count SF PEAK SEASONAL, ADJUSTMENT BACKGROUND GROWTH RATE 2% No. of Years 3 . Committed Developments Net Traffic w/o Project Site Tragic Assignment (%-IN) Site Traffic Assignment (%-OUT) Site Tragic (VPH) Site Traffic In Person- Tr ps (Veh) Site Traffic #n Person - Trips (Transit) Total Tragic (VPH) 2 3 4 4 6 8 7 3 "NW 14 ST 15{te DW SOUT BOUND SBR 0 IThursday, December 16, 2004 1.01 1.01 0 0 0 0 27 5 18 S 28 90 10 7 18 SBT 0 5BL 0 0 0 0 0 73 50 70 50 1.01 0 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 100 68 96 10 88 WESTBOUND WEIR 0 1.01 0 0 0 73 86 120 13 86 WET 634 1.01 640 680 880 0 0 680 WBL 0 1.01 0• 0 0 0 0 0 0 0 0 TOTAL 634 640 680 0 680 73 0 86 120 13 765 NORTHBOUND NOR 0 1.01 0 0 0 0 0 0 0 0 NOT 0 1.01 0 0 0 0 0 0 NEL 0 1.01 0 0 0 0 0 0 TOTAL 0 0 0 0 0 0 0 0 0 0 0 EASTBOUND EBR 0` 1.01 0 0 0 0 0 5 0 EBT 499 1.01 504 535 535 EBL 0 1.01 0 0 0 27 32 44 32 TOTAL 499 604 535 0 535 27 0 32 44 5 567 TOTAL 1133 1144 1214 0 1214 100 100 186 260 28 1400 Notes: 1 TMC data provided by RGA, Inc. 2 Seasonal factor obtained from FDOTs FTI2002 3 PM Peak Hour Seasonally Adjusted 4 Project Is expected to have a build -out in 3 years. 5 These volumes were utilized as the base (existing) condition, 6 Slte traffic assigned to the movement (Percent times Net Veh Trips). 7 Background and Site Project traffic used in Intersection analysis. • Since Driveway does not exist volumes were taken from sum of adjacent street. dRichard Garcia and Associates, tnc., 2005 2/11/2005 Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami_ Florida 33135 Tel: 305-595-7505 Groups Printed - Fite Name : Site Code : Start Date : Page No NVV22AV--1 00000000 12/1012004 1 WW22AVE From North NW14ST From East �1 NW22AVE From South NW14ST From West Start Time j Rig I Thr I 1 Ped I App.. I Left ht I it ! € s i Total Rig ht Thr u Ped Ls1i 1 s App. Total Rig ; Thr f 1 Ped E Left 1 i ht u i s App. Total Rig' ht 1 Thr E i Left u i Ped ; 1 s App. � tnt. 1 1 Total [ Total ; Factor! 1.0 1.0! 1.0J 1.0! 1.0 1.0 1.0I 1.0_1 1.0 1.01 1.0 1.0 1.0F1.0E 1.0,` 1.01 04:00 PM 101 231 1 1 334 4 2 0 3 9 0 220 40 2 262 51 1 41 6 99 ] 704 04:15 PM 87 198 2 2 289 2 2 2 0 6 2 255 47 1 305 1 54 2 45 4 105 J 705 04:30 PM 135 249 6 4 394 7 4 0 0 11 0 268 33 2 303 3 56 3 58 0 117 1 825 04:45 PM 104 264 1 1 370 10 3 1 0 14 3 271 40 3 317 1 37 2 67 9 115 816 Total 427 942 10 8 1387 23 11 3 3 40 5 101160 8 11871 198 8 211 119 436 3050 05:00 PM 05:15 PM 05:30 PM 05:45 PM 103 287 93 237 104 282 98 236 5 3 3 0 4 0 5 2 398 333 386 341 Total 394 144 17 5 1458 Grand Total Apprch °% Total % 8 4 3 0 15 4 2 3 3 1 9 3 4 3 1 2 10 0 4 2 3 0 9 9 18 12 10 3 43 16 821 19� 27 13 2845 41 23 13 6 83 28. 69. 9 7 12. 313. 0.4 0.9 0.5 49. 27. 15. 7,2 i 4 7 7 0.2 44,9 0.6 0.4 0.2 0.1 1.3 21 0.8 0.3 274 283 253 271 108 1 209 5 45 57 46 53 2 325 65 4 49 1 119 857 1 344 62 6 47 0 115 801 3 302 73 4 42 0 119 817 0 333) 70 2 56 4 132 815 201 6 1304 270 16 194 5 485 361 14 2491 84. 14. 1 5 33. 0 0.6 5.7 0.2 39.3 468 24 405 24 50. 44. 8 0 7.4 0.4 6.4 0.4 2.6 m' N vr m-� NVlr22AVE Out in Total 1 25411 [ 28451 i 53861 L 821 I 19841 271 13 Rghl Thru Left Reds i 12/16/2t04 4 00:00 PM 12/16/2004 5:45:00 PM Unshifted 4-1 [4 Left Thu Right Reds 3611 2095T 2T-144j r 24651 ( 249111 J Out In Tata! NW22AVE_ 4 2.6 3290 921 6340 14.5 • Richard Garcia & Associates, Inc. 2468 SW 8th Street Miami. Florida 33135 Tel: 305-595-7505 Groups Panted- Unshifted NW23AVE ! NW14ST From North ! From East Rig j Thr ' Ped'1 App. ' Rig I Thr 1 Left I Ped I Start Time Left } r tit , u s ' Total I ht j u i s L Factor ! 1.0 [ 1.0 1.01 1.0 1 1.0 I 1.0 ' 1.0 ': 1.0 04:00 PM 1 0 4 1 6 3 131 0 04:15PM 0 0 0 0 0I 6 153 0 04:30 PM 0 0 0 1 1 3 151 0 04:45 PM 0 0 0 2 2 i 3 165 0 Total 1 0 4 4 9 15 600 0 05:00 PM 05:15 PM 05:30 PM 05:45 PM Total Grand Total Apprch % 0 0 1 1 21 3 156 3 0 8 0 11 1 4 161 1 0 0 0 1° 2 152 0 0 5 2 7, 5 150 4 0 14 3 21 ( 14 619 5 16. 7 Totat % 0.2 0 18 7 30 I 29 0.0 6 0 2 3 I 2.3 0.0 0.8 0.3 1.4 f 1.3 121 9 96, 7 54. 9 0 0 0 NW23AVE From South App. Rig Thr !Ped i Total hi.0 Left I s 1.0 1.0 1 1.0 to 2 136 0 0 0 1 160 0 0 0 2 156 0 0 0 0 168 0 0 0 5 620 0 0 0 2 1 2 161 166 157 1 156 O 0 0 O 0 0 0 0 0 0 0 0 1 1 2 0 6 640 0 0 0 1 11 1260 0.1 0.9 0.0 0.5 56.7 O 0 0 8 0.0 0.0 0.0 1 .0 .0 0.0 0.0 0.0 0.4 File Name Site Code Start Date Page No NW14ST From West : NW23AV-1 00000000 : 12/16/2004 :1 App.I Rig'.; Thr Total I ht ! u 1.0 1 1.0 1} 0 97 11 0 100 1 2 103 264 21 0 119 1 0 120 279 1 1 94 2 0 97 268 5 1 410 5 2 418 1052 0 1 O 126 O 116 O �20 1 0 134 3 1 0 496 8 0.4 Left IPed 1 App. i Int.! s =Total Total 1.0 1.0 f 1 0 98 241 1 1 1 0 3 1 3 0 3 7 128 291 120 298 121 280 137 301 506 1170 1 906 8 9 924 0.1 0.9 1.0 0.0 0.4 0.4 41.6 98. 1 40. 8 }Q o mE w 4 NW23AV Oct In Total -T71 I 301 i 67? L si 01 181 71 Right Thru Left Peds North 12116/2064 4.00:00 PM 12/16,2004 5:45:00 PM Llnahifted t-1, Left Thru Right Peds 61 pj_oT 81 € 27 I Bf is Out t Total N W tAVM 4 2222 • F: SIGNAL TIMING SEASONAL FACTORS • • TIMING DATA FOR 4490 biWW 22 AVE & 14 ST (SEC: 65 TYPE: SA) PAT OF NSW F Y R EWW F G Y R NL Y S Y M CYC 1 T 69 24 19 4 2 7 14 7 4 1 5 3 90WEEKEND 2 T 8 34 19 4 2 7 14 7 4 1 5 3 100AM PEAK SCH 3 T 56 24 19 4 2 7 14 7 4 1 5 3 90AFT SCF3 FL 4 T 12 15 19 4 2 7 14 1 4 1 5 3 75PRE AM 5 T 8 34 19 4 2 7 14 7 4 1 5 3 100AM PEAK NO S 6 T 56 24 19 4 2 7 14 7 4 1 5 3 90MID-DAY 7 T110 35 19 4 2 7 14 26 4 1 5 3 120PM PEAK NO 5 8 T 61 20 19 4 2 7 14 1 4 1 5 3 80POST Pm 9 T 7 11 18 4 2 7 14 1 4 1 5 3 70EARLY MORN 3 10 T110 35 19 4 2 7 14 26 4 1 5 3 120PM PEAK SCH 12 T 58 20 19 4 2 7 14 1 4 1 5 3 80EVENING 16 M110 35 19 4 2 7 14 26 4 1 5 3 1200 B IN M3 4/ 17 M110 45 19 4 2 7 14 16 4 1 5 3 1200 B OUT M3 4 19 T 7 11 18 4 2 7 14 1 4 1 5 3 7ONITE 0/3 23 T 0 8 19 4 2 7 14 1 4 1 5 3 7 68LATE NIGHT 5 24 T 9 11 19 4 2 7 14 1 4 1 5 3 7 7IRECALL TEST MIN: 7 19 14 1 5 ENTER THE CONTROLLER NUMBER (/ = STOP) ei71 z cer 62 tint Date: December24, 004 y: 87 -- DADE all Florida Department of Transportation Transportation Statistics Office 2002 Weekly Axle Factor Category Report 8701 Week Dates MIAMI-DADS RURAL 1 01/01/2002 - 01/05/2002 0.99 2 01/06/2002 - 01/12/2002 0.99 3 01/13/2002 - 01/19/2002 0.99 4 01/20/2002 - 01/26/2002 0.99 5 01/27/2002 - 02/02/2002 0.99 6 02/03/2002 - 02/09/2002 0.99 7 02/10/2002 - 02/16/2002 0.99 8 02/17/2002 - 02/23/2002 0.99 9 02/24/2002 - 03/02/2002 0.99 10 03/03/2002 - 03/09/2002 0.99 11 03/10/2002 - 03/16/2002 0.99 12 03/17/2002 - 03/23/2002 0.99 13 03/24/2002 - 03/30/2002 0.99 14 03/31/2002 - 04/06/2002 0.99 15 04/07/2002 - 04/13/2002 0.99 16 04/14/2002 - 04/20/2002 0.99 17 04/21/2002 - 04/27/2002 0.99 18 04/28/2002 - 05/04/2002 0.99 19 05/05/2002 - 05/11/2002 0.99 20 05/12/2002 - 05/18/2002 0.99 21 05/19/2002 - 05/25/2002 0.99 22 05/26/2002 - 06/01/2002 0.99 23 06/02/2002 - 06/08/2002 0.99 24 06/09/2002 - 06/15/2002 0.99 25 06/16/2002 - 06/22/2002 0.99 26 06/23/2002 - 06/29/2002 0.99 27 06/30/2002 - 07/06/2002 0.99 28 07/07/2002 - 07/13/2002 0.99 29 07/14/2002 - 07/20/2002 0.99 30 07/21/2002 - 07/27/2002 0.99 31 07/28/2002 - 08/03/2002 0.99 32 08/04/2002 - 08/10/2002 0.99 33 08/11/2002 - 08/17/2002 0.99 34 08/18/2002 - 08/24/2002 0.99 35 08/25/2002 - 08/31/2002 0.99 36 09/01/2002 - 09/07/2002 0.99 37 09/08/2002 - 09/14/2002 0.99 38 09/15/2002 - 09/21/2002 0.99 39 09/22/2002 - 09/28/2002 0.99 40 09/29/2002 - 10/05/2002 0,99 41 10/06/2002 - 10/12/2002 0.99 42 10/13/2002 - 10/19/2002 0.99 43 10/20/2002 - 10/26/2002 0.99 44 10/27/2002 - 11/02/2002 0.99 45 11/03/2002 - 11/09/2002 0.99 46 11/10/2002 - 11/16/2002 0.99 47 11/17/2002 - 11/23/2002 0.99 48 11/24/2002 - 11/30/2002 0.99 49 12/01/2002 - 12/07/2002 0.99 50 12/08/2002 - 12/14/2002 0.99 51 12/15/2002 - I2/21/2002 0.99-4-' 52 12/22/2002 - 12/28/2002 099 53 12/29/2002 - 12/31/2002 0.99 rint Date: Dec/24/2004 Florida Department of Transportation Transportation Statistics Office 2002 Peak Season Factor Category Report 4" it-DADF NORTH MOCF = 0.97 lby: 8700 Week Dates SF PSCF 1 01/01/2002 - 01/05/2002 1.01 1.04 2 01/06/2002.01/12/2002 1.01 1.04 3 01/13/2002 - 01/19/2002 1.00 1.03 4 01/20/2002 - 01/26/2002 0.99 1.02 5 01/27/2002 - 02/02/2002 0.99 1.02 6 02/03/2002 - 02/09/2002 0.98 1.01 * 7 02/10/2002 - 02/16/2002 0.97 1.00 * 8 02/17/2002 - 02/23/2002 0.97 1.00 * 9 02/24/2002 - 03/02/2002 0.97 1.00 * 10 03/03/2002 - 03/09/2002 0.96 0.99 * 11 03/10/2002 - 03/16/2002 0.96 0.99 * 12 03/17/2002 - 03/23/2002 0.97 1.00 * 13 03/24/2002 - 03/30/2002 0.97 1.00 * 14 03/31/2002 - 04/06/2002 0.97 1.00 * 15 04/07/2002 - 04/13/2002 0.97 1.00 * 16 04/14/2002 - 04/20/2002 0.98 1.01 * 17 04/21/2002 - 04/27/2002 0.98 1.01 * 18 04/28/2002 - 05/04/2002 0.98 1.01 * 19 05/05/2002 - 05/11/2002 0.98 I.01 20 05/12/2002 - 05/18/2002 0.98 1.01 21 05/19/2002 - 05/25/2002 0.99 1.02 22 05/26/2002 - 06/01/2002 1.00 1.03 23 06/02/2002 - 06/08/2002 1.01 1.04 24 06/09/2002 - 06/15/2002 1.01 1.04 25 06/16/2002 - 06/22/2002 1.02 1.05 26 06/23/2002 - 06/29/2002 1.02 1.05 27 06/30/2002 -- 07/06/2002 1.02 1.05 28 07/07/2002 - 07/13/2002 1.02 1.05 29 07/14/2002 - 07/20/2002 1.03 1.06 30 07/21/2002 - 07/27/2002 1.02 1.05 31 07/28/2002 - 08/03/2002 1.02 1.05 32 08/04/2002 - 08/10/2002 1.02 1.05 33 08/11/2002 - 08/17/2002 1.01 1.04 34 08/18/2002 - 08/24/2002 1.01 1.04 35 08/25/2002 - 08/31/2002 1.01 1.04 36 09/01/2002 - 09/07/2002 1.02 1.05 37 09/08/2002 - 09/14/2002 1.02 1.05 38 09/15/2002 - 09/21/2002 1.02 1.05 39 09/22/2002 - 09/28/2002 1.01 1.04 40 09/29/2002 - 10/05/2002 1.01 1.04 41 10/06/2002 - 10/12/2002 1.00 1.03 42 10/13/2002 - 10/19/2002 1.00 1.03 43 10/20/2002 - 10/26/2002 1.00 1.03 44 10/27/2002 - 11/02/2002 1.01 1.04 45 11/03/2002 - 11/09/2002 1.01 1.04 46 11/10/2002 - 11/16/2002 1.02 1.05 47 11/17/2002 - 11/23/2002 1.02 1.05 48 11/24/2002 - 11/30/2002 1_01 1.04 49 12/01/2002 - 12/07/2002 1.01 1.04 50 12/08/2002 - 12/14/2002 1.01------- 1.04 51 12/15/2002 - 12/21/2002 1.01 < 1.04 52 12/22/2002 - 12/28/2002 1.01 1.04 53 12/29/2002 - 12/31/2002 1.00 1.03 ti G: TRANSIT ti • • COASTAL ON THE RIVER MUSP EXISTING TRANSIT (BUS) VOLUME TO CAPACITY TRANSIT CORRIDOR TRANSIT ROUTE Additional Description 2004-2005 Peak Hr. Headway NUMBER OF TRANSIT VEHICLES IN PM PK HOUR TRANSIT VEHICLES NUMBER OF SEATS TRANSIT VEHICLE LOAD @ 150% CAPACITY ROUTE PM PEAK CAPACITY PM Peak Volume Transit vic NW 22nd Ave 22 15 4 41 62 246 28 0.11 Bus Total 246 28 0.11 NW 14th St 6 _ 20 3 26 39 117 43 0.37 TOTAL 117 43 0.37 Notes: Headway were obtained from MDT website (see attached route schedules). Capacities are in each direction from DT Miami DRI Table 21.A3, Ridership information obtained from average on Table 21.A5 of the DT Miami DRI Increment II (see attached Transit Ridership sheet). MIATri-Ral Shuttle CD i International Airport goon Dr !es' pdphif Ex "' S NW 7 St cc COASTAL ON THE RIVER MUSP - TRANSIT al Miaml Airport '4 (.'L'sE'4mctis'Yi". W Flagler St 11 Peak -Hour Limited -Stop Fiagier MAX NV MS lit mmmmmmm ,* 28 St NW .0 St 18 St.. Santa Gars`°' E Station; _,, ifs SITE LOCATION CT is Center Station " "Cu1mer k f Station 4 St 0 Fla • Ier St Fiagter MAX 8 I_Ittle Havana MIAMI Circ. SW i St NW20St Overtownl . Arena Station Governs r Center Station. 162 Ter WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. P. z• ate' i595t GOLDEN GLADES �sil 5('7'S EL L. to ilt(iii- U IL°,I 9:00 PM Airport Expressway DESTINATION SIGN North Golden Glades - 007E North 163 St Mall - 0076 South Civic Center - 0078 South Flagler St - 007B South Coconut Grove Station - 0070 Out Of Service - 02D6 ii SW 27 Terr c • S Coconut Grove > Metrorail Station NW 20 St NE 167 St NE L67 St 163 St Mall NW4ISt Earlington Heights Station Imp Flagler Terr Flagler St Short Turn Eiagier St Coconut Grove NE 163 St 01 9■ 4a a 21 St IF ino 117 NW VA Hosp.■ Civic Center Station Route 22 163 Street Mall Santa Clara ALL BUSES ARE WHEELCHAIR ACCESSIBLE NORTH MTA 11 BEACH 0 Bob Hope Rd NW14St.3) North Map not to scale 4/03 EFFECTIVE: April 25, 2004 CORRECTED: M I A 11- DADE TRANSIT INFORMATION: 305-770-3131 Res"sdents South of SW216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends, 9 a.m. to 5 p.rn. www.miamidade.gov ROUTE 22 SCHEDULE ERIIGEo WEEKDAYDIRECTION: NORTHBOUND 1 1 Coconut Grove 1 Station SW 22 St &'Hagler 22 Ave . St! & 22 Ave ` 1 Santa Clara Station NW 36 St & 22 Ave Earlington. Heights Station NW 79 St & 22 Ave NW 22 Ave( & 135 St ] I NW 167 & 17 AVE : 05:14AM 105:22AM 05:24AM j 05:34AM 1 05:44AM 05:52AN : I : : 05:44AM 05:52AM 05:54AM 1 06:07AM 06:20AM , 06:31AWV . : i : 196:13AM1 06:24AM 06:26AM 1. 06:39AM , 06:52AM 07:03AN 1 06:40AM 06:53AM 07:06AM 07:17AN 06:21AM 06:32AM '106:41AM : 06:54AM 06:56AM 1. 07:09AM 07:22AM 07:33AN : 1.07:03AM 07:14AM 07:16AM 07:29AM 07:42AM 07:53AWV 106:58AM 07:09AM 107:18AM : 07:31AM 07:33AM 1 07:46AM 07:59AM 1 08:10AN : : 1 : 1107:38AMsI 07:49AM 07:51AM 08:04AM 08:15AM 08:25AW 07:31 AM 07:42AM 07:51 AMl, : 08:04AM 08:06AM 08:18AM j 08:29AM 1 08:39AIV : 08:09AM1 08:19AM 08:21AM 08:33AM 08:44AM E 08:54AN 108:00AM 08:12AM 08:21AM 08:33AM 08:35AM 08:47AM 08:58AM 09:08AW 1 : 1 : 08:38AM 08:48AM 08:50AM 09:02AM 09:13AM 09:23AWV '08:30AM 1 08:42AM 108:51 AM 1 : 09:03AM 09:05AM 09:17AM 09:28AM 09:38AN 1 : 09:14AM 09:24AM 09:26AM 1 09:38AM ,1 09:49AM 09:59AN 09:21 AM1 09:33AM 09:42AM : 09:54AM 09:56AM 10:08AM 10:19AM 10:29AN 1 : 1 : 10:14AM 10:24AM 10:26AM 1 10:38AM 10:49AM 10:59A[V 10:21AM1 10:33AM 110:42AM 11 : 1 10:54AM 10:56AM 11:08AM 11:19AM 1 11:29A1V 1 1 : : 411:14AM11 11:24AM 11:26AM ] 11:38AM 11 11:49AM 11:59AN 111:21 AM1 11:33AM 11:42AM 1 : 11:54AM 11:56AM 1 12:08PM 12:19PM 12:29PN 1 ` : 12:14PM 12:24PM 112:26PM 12:38PM 112:49PM 12:59PN 112:21 PMi 12:33PM 112:42PM 1] : 1 12:54PM 1 12:56PM I 01:08PM 01:19PM 01:29PM http://www_miamidade. gov/trap.sitlt-outes/schedule_asp?R 1=W EEKDAY%2O&R2=North.... 12/24/2004 I01:21PM11 01:33PM L :j : IO2:20PMI [03:20PM1 02:33PM 03:33PM 101:14PM, €11:42PM I 02:42PM 103:42PM 02:13PM 03:13PM 01:24PM Q1:54PM 02:24PM 02:54PM 03:24PM 01:26PM 01:56PM 02:26PM 02:56PM 03:26PM 03:54PM 03:56PM 01:38PM , 02:08PM 02:38PM 03:08PM 03:38PM , 04:08PM 01:49PM 02:22PM 02:52PM 03:22PM 03:52PM 04:22PM 01:59PW 02:34PN 103:04PN 03:34PN 04:04PN 04:34PN : 1 : 11 : 1to4:13PMI 04:24PM 04:26PM 04:38PMI 04:52PM I05:04P61 [04:05PMI 04:18PM 104:27PM . 04:39PM I 04:41PM 04:53PM 05:07PM 105:19PN I : I : t : 1104:43PM 04:54PM 04:56PM I 05:08PM ,1 05:22PM [05:34PM I04:35PMI 04:48PM .I 04:57PM L 05:09PM 05:11 PM 05:23PM 05:37PM 05:49PN I - tL - : I105:16PM 05:27PM f 05:29PM , 05:41 PM 05:55PM 06:07PN 05:23PM 1 05:36PM 05:45PM 1 : 05:57PM 05:59PM 06:11 PM L 06:22PM 06:31 PIV I - 1 06:17PM 06:27PM [06:29PM 06:39PM [ 06:50PM 06:59PN I06:28PM1 06:39PM T06:47PM : 06:57PM [ 06:59PM 07:09PM i 07:20PM 07:29PN 07:03PM1 07:14PM 07:22PM i : 07:32PM 07:34PM 07:44PM 07:55PM 08:04PN 08:03PMj 08:14PM =08:22PM j : 08:32PM 08:34PM 08:44PM 08:55PM 09:04PW [09:11 PM 09:21 PM 09:28PM : 09:37PM 09:38PM 09:48PM 09:58PM 10:06P1V 110:05PM 10:15PM 10:22PM i1 : 10:31 PM 10:32PM 10:42PM 10:52PM 11:00P1V 10:49PMI 10:59PM 11:06PM : 11:15PM 11:16PM 1 11:26PM 11:36PM 11:44PN f;11:37PM 11:46PM 11:47PM 11:57PM 12:07AM 12:15A[V http:/./www_miarr idade_gov!transitiroutes/seheduIe.asp?R1= EEKDAY%20&R2=North... 12/24/2004 TRANSIT INFORMATION: 305-770-3131 Residents South of SW 216 St: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday, 6 a.m. to 10 p.m. Weekends. 9 a.m. to 5 p.m. www.miamidade.gov ROUTE 22 SCHEDULE SERVICE: WEEKDAY DIRECT/ON: SOUTHBOUND NE 167 & 15 Ave Mali Golden Glades NW 167 & 17 Ave 1 NW 22 & 35 St . NW 79 St 22 Ave iEarlington Heights Station NW 36 St 22 Ave NW 17 St 10 Ave Santa Mara Station FIE & 2: : : . 05:03AM 05:O8AM 0 04:38AM 1 04:48AM , 04:58AM ' 05:08AM II 05:16AM 05:18AM 105:27AM , 05:32AM : 04:53AM 05:03AM 05:13AM 05:23AM 05:31AM 05:33AM : : 05:t : 05:08AM' 05:18AM 05:28AM 05:38AM ,105:46AM 1 05:48AM 06:00AM 06:07AM P 05:17AM 05:28AM[ 05:38AM 05:48AM 05:58AM 106:09AM 06:12AM : : 06:; 05:35AM , 05:47AM 05:57AM 06:10AM 06:26AM , 06:37AM 1 06:40AM ' 06:52AM 06:59AM, 05:51AM 06:05AM 06:18AM r 06:31AM ' 06:47AM I06:58AM 07:01AM : : 07:- '06:20AM] 06:33AM 06:46AM 107:02AM 07:13AM 07:16AM 07:28AM '07:35AM 06:O6AM ,06:35AM. 06:48AM 07:01AM 07:17AM 07:28AM 07:31AM : : 07 L 06:21AM 06:36AM 06:50AM , 07:03AM 07:16AM ' 07:32AM 07:43AM ' 07:46AM 07:58AM 08:05AM 06:51 AM 07:05AM 07:18AM 07:31AM 07:47AM 07:58AM , 08:01AM : 1 : [ 08:' 07:06AM 07:20AM 07:33AM 07:46AM 08:02AM 08:13AM , 08:16AM 08:28AM j 08:35AM 07:21AM I 07:35AM 07:48AM j 08:01 AM 08:13AM ; 08:24AM I 08:27AM : •I : 1 08:‘ 07:44AM 07:58AM 08:11AM 08:22AM 08:34AM 08:45AM ' 08:48AM 09:00AM 09:07AM 08:14AM .08:28AM 08:41AM , 08:52AM 09:04AM 09:15AM 09:18AM : : 09:: 08:44AM 08:58AMJ 09:11AM r 09:22AM 1 09:34AM 1 09:45AM 09:48AM 10:00AM 10:07AM 09:14AM 109:28AM 109:41AM 09:52AM 1O:04AM 10:15AM 10:18AM ,( : : 10:: 09.44AM '09:58AM 10:11AM 10:22AM 10:34AM 1 10:45AM 10:48AM 11:00AM 1 11:07AM 10:14AM 10:28AM 10:41AM [ 10:52AM 11:04AM 11:15AM 11:18AM : . 11:: 10:44AM 10:58AM 11:11AM 11:22AM 11:34AM 11:45AM 11:48AM 12:0OPM 12:07PM]1 F 1, If II! htip://www.miarnidade.gov/transitiroutesischeduleasp?R1=W EEKDAY%20&R2=South... 12/24/2004 ti !I 11:14AM 111:28AM 11:41AM 11 11:52AM 1 12:04PM 11 12:15PM 12:18PM 11 : 1112:: ill :44AM 11:58AM 12:11PM 12:22PM 12:34PM 12:45PM 12:48PM , 01:00PM ] 01:07PM 12:14PM 12:28PM, 12:41 PM 12:52PM 01:04PM 01:15PM 01:18PM : 01:: 12:44PM 12:58PM 01:11 PM .1 01:22PM 01:34PM 01:45PM 01:48PM , 02:00PM 02:07PM 01:12PM 01:26PM1 01:39PM 01:50PM 02:03PM 02:15PM 1 02:18PM : : 102:: 01:41PM 01:55PM 02:08PM 02:20PM 02:33PM 02:45PM 1 02:48PM 03:00PM 03:07PM 02:09PM 02:25PM 1 02:38PM 11 02:50PM 03:03PM 03:15PM 1 03:18PM : 03:: 02:24PM 02:40PM 02:53PM 03:05PM ' 03:18PM 03:30PM .1 03:33PM 03:45PM ; 03:52PM 1 02:39PM 1102:55PM1 03:08PM 11 03:20PM 03:33PM I 03:45PM 03:48PM 1 : 04:( IO2:54PM 03:10PM 03:23PM , 03:35PM 03:48PM 04:00PM 04:03PM 04:15PM 04:22PM 03:09PM 103:25PM1r 03:38PM 03:50PM 04:03PM 04:15PM 04:18PM : : 04:: 03:23PM (03:39PM 03:52PM 04:05PM - 04:18PM 04:30PM 04:33PM , 04:45PM 04:52PMJ 03:38PM ,03:54PM 04:07PM 04:20PM 04:33PM ri 04:45PM 04:48PM , : : ' 05:t 1 03:52PM 04:09PM1 04:22PM 04:35PM 04:48PM 05:00PM j 05:03PM 05:15PM 105:22PM 04:07PM 04:24PM 04:37PM 04:50PM 05:03PM 105:15PM 05:18PM : I : 1 05:: 04:22PM 04:39PM1 04:52PM 05:05PM 05:18PM 05:30PM 05:33PM 05:45PM 105:52PM 1 04:42PM 04:59PM 1 05:12PM 05:25PM 05:38PM 05:50PM 05:53PM : -I : I06:( 05:10PM 05:27PM11 05:40PM 05:53PM 11 06:06PM 106:16PM 06:18PM ;l : I : 106•: 05:45PM 06:05PM 06:15PM 06:25PM £ 06:36PM ' 06:46PM 06:48PM 06:59PM 07:04PM' 106:25PM 06:41 PM 06:51 PM 07:01 PM 07:12PM 107:22PM 07:24PM : j : 07:: 07:32PM 07:45PM 07:55PM 08:05PM 08:16PM 08:26PM 1 08:28PM : : 08:: 108:31 PM 08:44PM 08:54PM ( 09:04PM .j 09:14PM I09:22PM 09:24PM : 09:: 09:28PM 109:39PM]J 09:46PM 09:55PM 10:05PM 110:13PM 11 10:15PM : 1 : 10:: 10:33PM 110:44PM 10:51PM 11:OOPM 11:10PM 111:18PM 11:20PM CLOSE- ',AINFlOW 11:: http-//www.miamidade.govitransit/routes/schedule.asp?R 1=W EEKDAY%20&R2—Snug... 12/24/2004 Deadhead Non stop revenue service One A.M. Southbound trip and one R.M. Northbound trip will serve bus stop at NW 19 Ave/12 St. See schedule, NW 28 St NW 11 St NW 30 St a1 co NW 29 St ■ . x . NW S. River Dr. 1 • Traffic ;map Light ••a ...p SR 836 Map not to scale 11/03 WHEELCHAIRS Stop the bus at any location near the stop to allow wheelchairs on or off the bus. EFFECTIVE: December 7, 2003 NW11St SW 8 St SW 27 Lane METRORALL NW 14 St a as Q N a N NW 30 St iP a N a, W. Flagler St SW SW 11 S f ALL BUSES ARE BIKE WHEELCHAIR ACCESSIBLE ACCESSIBLE NW 29 St Route NE17St GOVERNMENT CENTER': STATION j. 9 St 11 St to BRICKELL STATION DESTINATION SIGN North NW 18 Ave/29 St - 0021 South Coconut Grove - 0022 Not In Service - 02D6 7 St 8 St TRANSIT INFORMATION: 305-770-3131 Residents South of SW216 St.: 305-891-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday. 6 a.m. to 10 p.m. Weekends. 9 a.m. to 5 p.m. www.miemidade.gov ROUTE 6 SCHEDULE SERVICE: WEEKDAY DIRECTION: NORTHBOUND Grand Av & McFarlane Rd Coconut Grove Station 1 SW 8 St & 32 Ave l NW 7 St & 37 Ave NW 14 St & 22 Ave lFlagler St 1& 22 Ave 1 J Brickell Station SW 1 St' & Miami Ave NW 29 St & N Miami Ave IRIV 08:13AM 08:22AM 08:31 AM 08:41AM 08:51AM 08:56AM ' 09:10AM 09:18AM 09:26AM. Fa 08:43AM 08:52AM [09:01AM 09:11AM 09:21AM 09:26AM 09:40AM 09:48AM' 09:56AM 'li 09:13AM 109:22AM 09:31AM, 09:41AM 09:51AM ,09:56AM 10:10AMI 10:18AM 10:26AM 1i 09:43AM 09:52AM 10:O1AMj 10:11AM 10:21AM 10:26AM 10:40AM 10:48AM') 10:56AM 1' 10:22AM 110:31 AM j 10:41 AM I I 1 O:51AM 110:56AM 11:10AM ' 11:18AM 11:26AM , 1 10:13AM 11:13AM 11:22AM 11:31AM 11:41AM 11:51AM 11:56AM 12:10PM 12:18PM, 12:26PM 1: 1 12:13PM 12:22PM ] 12:31 PM 112:41 PM 112:51 PM 12:56PM 01:10PM 01:18PM 01:26PM 0' 01:13PM 01:22PM 01:31PM 1,01:41PM r01:51PM 01:56PM 02:10PM 02:18PM 02:26PM 0: 02:13PM 02:22PM 102:31PM1IO2:41PM1 02:51PM 02:56PM 03:1OPM 03:18PM } 03:26PM 0: 03:13PM 03:22PM 103:31 PM 03:41 PM 03:51 PM 103:56PM 04:10PM 04:18P4 04:26PM 1j 00 04:13PM 104:22PM 104:31 PM 04:41 PM 04:51 PM 04:56PM 05:10PM 05:18PM 05:26PM j 0! 1 04:43PM 04:52PM 05:01PM 05:11 PM 05:21 PM 105:26PM 05:40PM 05:48PM,1 05:56PM Oi 05:13PM 05:22PM 05:31PM ,05:41 PM 05:51 PM 05:56PM 06:10PM ‘ 06:18PM 06:26PM Oi ^E-S Vv -r OW btlp://www_miamidade.aovitransitlr©utes/scheduie.asp?R1=WEEKDAY%20&R2=North__- 12124/2004 ti M I A M 1- 1) :A U E TRANSIT INFORMATION: 305-770-3131 Residents South of SW216 St.: 305-B91-3131 TTY Users (for deaf/hard of hearing): 305-654-6530 Monday -Friday. 6 a.m. to 10 p.m. Weekends, 9 a.m. io 5 p.m. ImAn .miamidade.gov ROUTE 6 SCHEDULE SERVICE: WEEKDAY DIRECTION: SOU T HBOU D kW 12 St & 19 Ave NW 29 St & 18 Ave NW 29 St & N Miami Ave SW 1 St & Miami Ave Brickeil Station Hagler St & 22 Ave NW 14 St; & 22 Ave NW 7 St & 37 Ave SW 8 St ll C & 32 Avel j 08:07AM 08:15AM 08:25AM 08:31AM 08:45AM 08:51AM 109:01AM 09:09AM 0 08:32AM 08:37AM ;08:45AM 08:55AM 09:01AM 09:15AM 09:21AM 109:31AM 09:39AM �` 09:07AM 09:15AM 0925AM 09:31 AM 09:45AM 09:51AM 10:01 AM 10:09AM 1 . 09:37AM ' 09:45AM 09:55AM 10:01AM! 10:15AM 10:21AM 1 10:31AM 10:39AM 10:37AM 110:45AM 10:55AM 111:01AM 11:15AM 11:21AM 11:31AMi11:39AM ft 11:37AM ' 11:45AM 11:55AM 1 12:01 PM 12:15PM 12:21PM 12:31 PM 12:39PM T. 12:37PM 12:45PM . 12:55PM '01:01PM 01:15PM 01:21PM 01:31PM 101:39PM : •01:37PM j 01:45PM 01:55PM , 02:01 PMJ 02:15PM 02:21 PM 02:31PM 02:39PM : •02:37PM L 02:45PM 02:55PM , 03:01 PM 03:15PM 03:21PM 03:31 PM 03:39PM 0: : 03:37PM 03:45PM 03:55PM 04:01 PM 04:15PM 04:21 PM 04:31 PM 104:39PMJ 0, : 104:07PM 04:15PM 04:25PM -04:31 PM 04:45PM 04:51PM 105:01 PM I05:09PM 0: 04:37PM 1 04:45PM 04:55PM 105:01 PM 05:15PM ! 05:21 PM i 05:31 PM 105:39PM 6! . i 05:07PM 05:15PM 105:25PM 05:31PM 05:45PM 05:51PM 06:01 PM 06:09PM 0' \.: L OS f '�{..ND,�-_ �_ http://www.miarnidade.gov/transit/routes/schedule_asp?R1=WEEKDAY%20&R2=South--- 12/24/2004 H: COMMJTTFD TRAFFIC • • or COASTAL ON THE RIVER MUSP Committed Developments ROADWAY NAME Link Project Name DIR Aguaclara Hurricane Cove Miami Rlvertown North River View 4 6 s Riverview Apts 7 Hidden Harbor 6 River Run South 9 NW 22nd Ave NB 0 0 SB 0 0 LINK 0 0 0 0 0 0 0 2 NW 14th St EB 0 0 WB 0 0 LINK 0 0 0 0 0 0 Notes: 1 Roadway Name 2 Direction 3 No data available as Indicated by City staff 4 Based on Figure 4 & 5 from TAP 5 Based on Exhibit No. 12 from DPA,. 6 No data available as Indicated by City staff 7 No data available as indicated by City staff 8 No data available as indicated by City staff 9 No data available as indicated by City staff 10 Based on Figure 3 from i(HA. 15 Total of Committed Traffic 16 Total converted to Person Trip 17 Inverse function of Transit Trip Reduction of 14.1 % (Co1.16/(1.0 - 0.141) - Ca1.16) Total Committed Traffic Person Trip Volume (fP 1,4 PPV Mass Transit in Person -Trip {g2 14,1 % Tarrazas River Park Village 10 15 16 17 10 10 14 2 16 16 22 4 28 26 36 8 __ 0 0 0 0 0 0 0 0 0 ... d� ...�0...n 0 ,� • Aa9.r11, 2604 Trft 05 Permit &ddrtat CITY Of MIAMI Citywide Major Use Special =tatassA•Com.,..,{B-UadsrConstnuedoa F a,,..x„rei:,1 1„1„I Wit. Datatiytlen LARGE Permits (MVSP) (Listed Net Ares SCALE and Chronological Alphabetically Atha Pg DEVELOPMENT applicable Date by C-A, Zonis& DluvtcP) Class Order Project ro C.0, DRt. 11, Name) ediD•A,,Eication 1 ,,,,. Roe/ Cando REPORT: Special Rota! Exception &Prallmia Efface -.., 1995-Present R1100 & By Right P9rtlee Spann Projects Pic Mori. FAR Canasnrnion DR] (9484) Dot. , t,e, Ra4N411o4 Smog Mixt IDS Now L9-2004-054 Ntdim limber Clam 11 �595€ NWS.m0R9+erDrive Rwldm<id(ARardshlc t4wMng) Wen Little H1v9ru 25 R4 1 199 0 5 0 289 114 23 2.35 Bums 3 17,000,000 20J41-04 E i.9-2003-019 Morinan. Core M11815 1818& 1351424W N. River Calve RotWenliai with 120-4 Merino, modal eidaaing 1,14 la rely cnon it &Rapala& 25 C-1. R4 1 1,073 0 0 5,000 1,737 24S Boma 5 296.503,411 14524n-04 04.0424 C 15.2001007 River Rua South Exempt 2412 NW 1601 Strati Road RasldanlhI Wee& Lima Homo. 15 11.-3 1 174 3 0 0 114 fnibematian not given 2003 Exempt c 18-2003-049 Rhervlmv Apanmanh Chef R NW 25t15Ca1v0SQW N. River Drive RasOlenital &Repute& 25 R•2 I 40 0 0 0 115 I iottna0an not even 28J pr-03 E 19.1001-071 Tema. River Pert Village 1Tarrwt a MU1P 1E61 NW South NW..Drive Ro'Wenth! Weal Lida Rouen. 25 R4 1 314 6 0 4,32- 517 7.42 5 195.459185 22-)91504 0441502 C Miami Rivet} D011u' Nate: Cost data to b miss n Re era get pnwl..4 Nr411 prol tab by dereiapers CARCIAA 8 'reyma17604104A70 Coaerci0RlSPtinrge 5raNPru/eetrplugnr l0agrre i[inityJ Page 7 of l 4 Wiz Residential IN 240 n OUT 116 TOT 356 Total Site Use PM Peak Hour IN = 251 OUT = 124 TOTAL = 375 TRANSPORT ANALYSIS PROFESSIONALS rill TAZ 463 N Nrs Marina In 11 Out 8 Total 19 PM PEAK HOUR SITE TRAFFIC FIGURE 4 7 -4--12 R- 1 -4'-0 -.-5 SR 836 EXif ONLY SEE FIGURE 4 SHEET FOR SFTE AREA DM" TURNS 33 -+--33 30 -�-;- PM Peak Hour IN=2511 OUT = 124 TOTAL = 375 NIL-0 -4-- 30 >r— 5 -•F— 35 16 -- — TAZ 463 o/9 12.92 15.38 12.46 if} 30\-) 12.66 0 4i -w_41 NW 20 ST 10.24 7.99 22.03 6_82 21 �. 3V NTs PM PEAK HOUR SITE TRAFFIC ON AREA ROADWAYS TRANSPORT ANALYSIS PROFESSIONALS FIGURE 5 clPa 29 PJ CT, NW 14 AVE MIAMI RIVERTOWN MUSP TRAFFIC IMPACT STUDY 63, L. (22) Cb co f(j63NWI5AVE TITLE: co V , et- 1 NWI7AVE PM PEAK PROJECT TRAFFIC VOLUMES EXEUNT No. Page 22 12 J 7 D N z ti zo N F 0 0 20%10 14% 19%/9 NW 11'th Street xx%/xx l XX% IN/XX 14%/11--1110 Dolphin Expressway (S.R. 836) NW 17th Avenue co z 0 N. 24% OUT/14 NW South River Dr. 24%/12 —J 23%/11 NW 7th Street LEGEND P.M. PEAK HOUR DISTRIBUTION/ASSIGNMENT (VEHICLES) P.M. PEAK HOUR DISTRIBUTION/ASSIGNMENT (PERSON —TRIPS) > Kmley-Horn and Associates. Inc.- 1 --- 18 % I N /17 18% IN/17 -----1110 16%/12 z FIGURE 3 PROJECT TRIP DISTRIBUTION AND ASSIGNMENT I: PERSON -TRIP CORRIDOR ANALYSIS i COASTAL ON THE RIVER MUSP PERSON TRIP VOLUME AND CAPACITY ANALYSIS TABLE ROAOWAY 00R MIAMI ADOPTED LOS CORRIDOR TYPE ROADWAY VEHICULAR APACITY PERSON- TRIP CAPACITY :+ f BPPV NVAu ROADWAY VEHICULAR VOLUME AY MODE PERSON- TRIP VOLUME �1.4 PPV EXCESS PERSON TRIO CAPACITY ROADWAY PERSON TRIP MOVER CAPAC TY SAIL PERSON CAPACITY MA_ ^ TOTAL TRANSIT PR-TRI CAP C€TY TRANSIT MODE TRANSIT PERSON -TRIP VOLUME TOTAL TRANSIT VO UME TRANSIT PERSON TR€P CA-ACITY SEGMENT PERSON SEGP SEGMENT PERSON FROM TO IZERFANW2 nd Ave '...III 5R 830 N W 20 St W N 20 S1 ;^ 885 W 1R1t St 1C LDS BUS PER. CAPACITY :US METRO.METRO MOVER _ I numanum IIIIIIIIIIIIIIIIINIIIIIIIIIIIINIIIIIIIIMIEIIIIIIIIMIIIIMMIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIII I - 2L0 21..0 1800 1800 850 2889 I ®' 929 1057 0.B8 9 53 ILv,, ACM' s�v �� VOLUME ��. MI: 1 River NW 2 Av NV127 Av MIm€R er���� 11101M1111111111111 90 � 011111114111111 MM. ao r - �IIIIEWIIIIIIIIMIE 43 NW 22nd Ave 5R 930 NW 20 a NW 20 Si -R 538 - 144 Sf Mk800 "Ner NW 7 Av 812 2L0 Iwo 1500 ��I I fI 'I i I S4 945 0.07 245 30 30 216 27 Av Mer 11 555 402 0.51NW 0.89 ' NW 22nd Ave 5R 838 NW 2005 III1I 1111E11I 21.0 II 4S 71 1413 540 NW 20 St SR 9351E1:1111111=M1 NW 1-ih IIIIIIIIIIIIPIIIIIMIIIIMIIIIIIIIIIIIIIIIIIINIMIIIIIIIIIIIIIIIIIIIIIIMIMNMIIIIIIIIII 2L0 1 €- i1U 1500 1000 I 2880 �' owI Imo" 914 555 402 0.88 34 Miami River 27 AvNIEU11111511•1•111111MMINIIIIMIU 081 065 212 3125 2000 NW 27 As� M€a505ver NW 22nd Ave SR 838 W NW 20 SI SR 838 INECIIIIMEall NWN4th 8 M€am[ RWer NW 2 Av IXY<,IIIIMIIM NW 27 Av MIem1 River 1101:11111111M111111 IIIMIIIIIIIMIIIIIIIIIIMMIMMMIIIIIINIMIIIIIIIIIMIIIIIIIMIIIIIIUIIIMIIIIIIIIIIIIIIIIIIIIIMINI 1123:11111•211111111111101111111111MIEMEMIDIMINIEMIRwe 2L0 21-0 1800 1800 1111011111111111111111111111MIN 1110:3111MEMENIMIEMII 7 518 0.72 € r 250 cmI� �4 43 1419 14 147mimincolillul 27S111111171111101111 waratatera 1025 11 I� 578 473 mailimi r03 # 1128_ 578 wriamins --0 IittIBMINKA 804 I-- 1011ECM 111111111111111111111111 434 25B )0 ENT TOTAL SEGMENT PER -TRIP EXCESS CAPAC TY SEGMENT PERSON TRIP LOS 525 527 81 473 0.88 9.49 • Coastal MUSP Table: T-2 . ... . ��,, . iMV1\ V V61,01111,. Link ROADWAY t r° E a tI" �' ci Date To co ¢ D1R PM Peak Hour AVERAGE PM PEAK HOUR VOLUME NAME AT Tuesda Wednesda -1 a .#' �,f:� ... ti... ,. =ran t' � " ,�. ' lxva.. ,,,� � ��� `s^,� -Y� dKu '.'. e^,,, `�," e$. i61�a"'L' �We is 8� ���...is.q 4 �m 3 4 5 6 7 8 9 10 at�.?.-ts 12 .< 13 1 NW 22nd Ave South of NW 14 St 6 4- za g. '- °' o NB 1317 1471 1394 1,394 SB 1307 1298 1303 1,302 LINK 2624 2769 2697 2,696 2 NW 14th St West of NW 22 Ave C¢7 tY 8 v a 8 Z6 a c .- @ d EB 504 561 533 532 WB 560 644 602 602 LINK 1064 1205 1135 1,134 Notes: 1 Roadway Mems 2 Location of Count 3 Source of Date: RGA=Richard Garcia & Associates, Inc. 4 Beginning of data count 5 Ending of data count 6 Season Factor obtained from 2002 Florida Traffic Information CD, Miami -Dade South Category 8701 7 Axle Correction Factor obtained from 2002 Florida Traffic tnformat#on CD 8 Link Direction 9, 10, 11 Raw Data 12 Average of Count 13 Seasonally Adjusted Calculation=Average*SF*ACF 0 Richard Garcia and Associates, Inc. 2005 Ow LEVEL OF SER • CLASSIFICATION TYPE FOOT'S 2002 QILOS PERSON -TRIP LOS A B C D E A B C D E CLASS I ILU 0 220 720 860 890 0.00 0.25 0,81 0.97 1.00 2LD 0 1530 1810 1860 1910 0.00 0.80 0.95 0.97 1.00 3LD 0 2330 2720 2790 2840 0.00 0.82 0.96 0.98 1.00 4LD 0 3030 3460 3540 3590 0.00 0.84 0.96 0.99 1.00 CLASS II ILU 0 100 590 810 850 0.00 0.12 0.69 0.95 1.00 2LD 0 220 1360 1710 1800 0.00 0.12 0.76 0.95 1.00 3LD 0 340 2110 2570 2710 0,00 0.13 0.78 0.95 1.00 4LD 0 440 2790 3330 3500 0.00 0.13 0.80 0.95 1.00 CLASS III ILU 0 0 280 660 810 0,00 0.00 0.35 0.81 1.00 2LD 0 0 650 1510 1720 0.00 0.00 0,38 0.88 1.00 3LD 0 0 1020 2330 2580 0.00 0.00 0.40 0.90 1.00 4LD 0 0 1350 3070 3330 0.00 0.00 0.41 0.92 1.00 CLASS IV 7LU 0 0 270 720 780 0.00 0.00 0.35 0.92 1.00 2LD 0 0 650 1580 1660 0.00 0.00 0,39 0.95 1.00 3LD 0 0 1000 2390 2490 0.00 0.00 0.40 0.96 1.00 4 4LD 0 0 1350 3130 3250 0.00 0,00 0.42 0.96 1.00 NOTES: DERIVED BY DIVIDING THE FDOT's 2002 LOS BY THE LOS 'E' FOR EACH TYPE OF ROADWAY. LOS "E' DETERMINED BY INCREASING LOS D BY 50 VPH CAPACITY WHICH CAN EASILY BE ACHIEVED BY OPTIMIZATION AND OTHER TECHNIQUES. i Jr: INTERSECTION ANALYSIS i Coastal on the River MJSP Existing PM Peak (Seasonally Adjusted) 12/30/04 11: 10:40 IGNAL2000/TEAPAC[Ver 1.01.00] - Capacity Analysis Summary Intersection Averages for Int # 1 - NW 22 Avenue & NW 14 Street Degree of Saturation (v/c) 0.78 Vehicle Delay 49.2 Level of Service D Sq 31 Phase 1 **/** /1\ 1 1 North 1 Phase 2 1 Phase 3 1 v G/C=0.042 G= 5.0" Y+R= 3.0" OFF= 0.0% G/C=0.450 G= 54.0" Y+R= 6.0" OFF= 6.7% G/C=0.392 G= 47.0" Y+R= 5.0" GFF=56.7% C=120 sec G=106.0 sec = 88.3% Y=14.0 sec = 11.7% Ped= 0.0 sec = 0.0% il 1 Lane 1Width/1 g/C 1 Service Rate' Adj 1 1 Group 1 Lanes! Reqd Used j @C (vph) @E 1Volumej N Approach 1 HCM 1 L 1 Queue 1 v/c 1 Delay 1 S 1Model 11 45.2 D j RT+TH 1 LT 1 24/2 10.485 10.450 1 1285 1 1527 1 1450 10.950 1 45.5 1 D 11363 ft1 1 12/1 10.265 10.450 1 106 j 149 1 17 10.106 1 19.3 1 B 1 16 ft1 S Approach 62.7 E+ 1RT+TH 1 24/2 10.406 0.517 1 1666 1 1825 1 1108 10.607 j 21.9 1 C+1 624 ft1 1 LT 1 12/1 10.148 10.042 1 89 1 126 1 203 11.493 1 285.0 1*F 1 633 ftj E Approach 22.5 C+ RT j 12/1 10.241 10.392 1 447 1 620 1 TH+LT1 12/1 10.242 10.392 1 463 1 640 1 18 10.029 1 22.5 1 C+j 18 ftl 22 10.034 1 22.5 1*C+1 21 ftj W Approach 27.1 C+ 1 RT+TH 1 LT 1 12/1 10.322 10.392 1 452 1 626 1 289 10.462 1 27.6 1*C 1 325 ftl 1 12/1 10.301 10.392 1 385 1 542 1 196 10.362 1 26.3 1 C+1 214 ft1 Coastal on the River MUSP Existing PM Peak (Seasonally Adjusted) IGNAL2000/TEAPAC[ver Intersection # 1.01.00] - Evaluation of Intersection 1 - NW 22 Avenue & NW 14 Street Sq 31 I Phase 1 **/** /I\ 7I North Phase 2 1 Phase 3 v G/C=0.042 G= 5.0" Y+R= 3.0" OFF= 0.0% 0/C=0.450 G= 54.0" Y+R= 6.0" OFF= 6.7% G/C=0.392 j G= 47.0" Y+R-= 5.0 " OFF=56.7% C=120 sec MVMT TOTALS Param:Units 1114 AdjVol: vph Wid/Ln:f t/# /C Rqd@C:% g/C Used: % 5V @E: vph Svc Lv1:LOS Deg Sat:v/c HCM Del:s/v Tot Del:min # Stops:veh Queue 1:veh Queue 1: ft APPR TOTALS Param:Units AdjVol: vph Svc Lv1:LOS Deg Sat:v/c HCM Delis/v Tot Del:mi.n # Stops:veh Queue 1:veh IllQueue 1: £t 12/30/04 11:10:53 Performance G=106.0 sec - 88.3% Y=14.0 sec = 11.7% Ped= 0.0 sec = 0.0% O Approach E Approach RT TH LT RT TH LT S Approach RT TH LT 398 0/0 0 0 0 1052 24/2 48 45 1527 17 12/1 26 45 149 18 12 12/1 12/1 24 24 39 39 620 640 10 0/0 0 0 0 16 1092 203 0/0 24/2 12/1 O 41 15 O 52 4 O 1825 126 W Approach Int RT TH LT Total 273 16 196 3303 0/0 12/1 12/1 O 32 30 O 39 39 O 626 542 6055 D B C+ C+ C+ F C C+ 0.00 0.95 0.11 0.03 0.03 0.00 0.00 0.61 1.49 0.00 0.46 0.36 0.0 45.5 19.3 22.5 22.5 0.0 0.0 21.9285.0 0.0 27.6 26.3 O 275 1 2 2 0 0 101 241 0 33 21 O 348 2 3 3 0 0 195 50 0 54 35 D 0.77 49.2 676 690 O 54 1 O 1363 16 1 1 18 21 O 0 25 25 O 0 624 633 N Approach E Approach 1467 40 S Approach O 13 8 54 O 325 214 1363 Int W Approach Total 1311 485 3303 D 0.94 45.2 276 350 C+ 0.03 22.5 4 6 E+ 0.74 62.7 342 245 C+ 0.42 27.1 54 89 D 0.77 49.2 676 690 54 1 1363 21 25 13 54 633 325 1363 Coastal on the River MUSP Existing PM Peak (Seasonally Adjusted) 12/30/04 11:11:06 IlliSIGNAL2000/TEAPAC[Ver 1.01.00] - Display of Intersection Parameters f 1 1 i 1 Rey: VOLUMES -- > 398 1 1052 1 17 1 ) 1 WIDTHS 1 0.0.1 24.0 1 12.0 11 I v LANES 0 f 2 1 1 i1 1 f 1 1 1 \ 18 12.0 1 / 1 \ /1\ 12 12.0 1 1 1 196 12.0 1 / + / 10 0.0 0 North 16 12.0 273 0.0 0 \ f r 1 / 11 203 1 1092 1 16 1 Phasing: SEQUENCE 31 1 1 I 12.0 1 24.0 1 0.0 1 PERMSV NNYN 1 1 I 1 1 2 1 0 1 OVERLP YYYY 1 11 1 1 1 LEADLAG LD LD Coastal on the River MUSP Proposed PM Peak (Background, Committed & Project) 02/11/05 10:16:10 ti ti ti SIGNAL2000/TEAPAC[Ver 1.01.00] Intersection Averages for Int Degree of Saturation (v/ - Capacity Analysis Summary # 1 - NW 22 Avenue & NW 14 Street c) 0.87 Vehicle Delay 73.5 Level of Service E Sq 31 1 Phase 1 1 Phase 2 1 Phase 3 **/** /1\ North A G/C=0.042 1 G/C=0.450 1 G/C=0.392 G= 5.0" 1 G= 54.0" 1 G= 47.0" Y+R= 3.0" I Y+R= 6.0" I Y+R= 5.0" OFF= 0.0% 1 OFF= 6.7% 1 OFF=56.7% C=120 sec G=106.0 sec = 88.3% Y=14.0 sec = 11.7% Ped= 0.0 sec = 0.0% Lane IWidth/I g/C 1 Service Rate! Adj 1 Group 1 Lanes! Reqd Used 1 @C (vph) @E !Volume! v/c HCM 1 L I Queue 1 Delay 1 5 IModel 11 N Approach IRT+TH 124/2 1 LT 1 12/1 70.5 E 10.519 10.450 1 1282 1 1523 1 1602 I1.052 10.273 10.450 1 88 1 124 1 18 10.131 71.0 1 E 11722 ft1 19.7 1 B 1 18 ft1 5 Approach 96.2 F IRT+TH 1 LT 1 24/2 10.420 10.517 1 1666 1 1825 1 1186 10.650 1 22.9 1 C+I 697 ftl 1 12/1 10.197 10.042 1 84 1 125 1 252 11.853 1 441.0 1*F 1903 ftl E Approach 22.6 C+ RT 1 12/1 10.241 10.392 1 447 1 620 1 19 10.031 1 22.5 1 C+j 19 ftl TH+LTI 12/1 10.243 10.392 1 459 1 635 1 26 10.041 1 22.6 I*C+1 25 ftl W Approach 28.2 C IRT+TH 1 LT 1 12/1 10.339 10.392 1 452 1 626 1 330 10.527 1 28.8 1*C 1 381 ft1 112/1 10.317 10.392 1 383 1 540 1 235 10.435 1 27.3 1 C+I 265 ft1 Coastal on the River MUSP Proposed PM Peak (Background, Committed & Project) 02/11/05 10:16:46 IIISIGNAL2000/TEAPAC[Ver 1.01.00] - Evaluation of Intersection Intersection # 1 - NW 22 Avenue & NW 14 Street Sq 31 1 Phase 1 1 Phase 2 I Phase 3 **/** II\ North v G/C=0.042 1 G/C=0.450 1 G/C=0.392 G= 5.0" 1 G= 54.0" 1 G= 47.0" Y+R= 3.0" l Y+R= 6.0" 1 Y+R= 5.0" OFF= 0.0% 1 OFF= 6.7% 1 OFF=56.7% C=120 sec MVMT TOTALS Param:Units 41111 AdjVol: vph Wid/Ln:ft/# g/C Rqd@C:% g/C Used: % SV @E: vph Svc Lv1:LOS Deg Sat:v/c HCM Del: s/v Tot Del:kin # Stops:veh G=106.0 sec = 88.3% Y=14.0 sec = 11.7% O Approach E Approach S Approach RT TH LT RT TH LT RT TH LT 469 1133 18 19 15 0/0 24/2 12/1 12/1 12/1 O 52 27 24 24 O 45 45 39 39 O 1523 124 620 635 11 0/0 0 0 0 17 1169 252 0/0 24/2 12/1 0 42 20 0 52 4 0 1825 125 Performance Ped= 0.0 sec = 0.0% W Approach Int RT TH LT Total 311 19 235 3668 0/0 12/1 12/1 0 34 32 0 39 39 O 626 540 6018 E 8 C+ C+ C+ F C C+ 0.00 1.05 0.13 0.03 0.04 0.00 0.00 0.65 1.85 0.00 0.53 0.44 0.0 71.0 19.7 22.5 22.6 0.0 0.0 22.9441.0 0.0 28.8 27.3 O 474 1 2 2 0 0 113 463 0 40 27 O 400 3 3 4 0 0 216 63 0 63 43 E 0.87 73.5 1122 795 Queue 1:veh 0 68 Queue 1: ft 0 1722 1 1 1 0 0 28 36 18 19 25 0 0 697 903 APPR TOTALS Param:Units N Approach AdjVol: vph Svc Lv1:LOS Deg Sat:v/c HCM Delis/v Tot Del :min # Stops:veh 1620 E Approach 45 S Approach 1438 O 15 10 68 O 381 265 1722 Int W Approach Total 565 3668 E 1.04 70.5 475 403 C+ 0.04 22.6 4 7 F 0.86 96.2 576 279 C 0.49 28.2 67 106 E 0.87 73.5 1122 795 Queue 1:veh!ID 68 Queue 1: ft 1722 1 36 15 68 25 903 381 1722 Coastal on the River MUSP Proposed PM Peak (Background, Committed & Project) 02/11/05 10:17:56 i SIGNAL2000/TEAPAC[Ver 1.01.00] - Display of Intersection Parameters 1 1 II 1 469 11133 1 18 11 0.0 1 24.0 1 12.0 II 0 I 2 1 1 11 I 1 11 \ 19 12.0 1 / 1 \ 235 12.0 1 / + / 19 12.0 311 0.0 0 \ 15 12.0 1 Key: VOLUMES -- > I WIDTHS v LANES 11 0.0 0 \ 1 / /I\ 1 North 11 252 1 1169 1 17 I Phasing: SEQUENCE 31 I 11 12.0 124.0 1 0.0 1 PERMSV NNYN 1 11 1 1 2 1 0 1 OVERLP YYYY I 11 1 I 1 LEADLAG LD LD Existing PM HCM Unsignalized Intersection Capacity Analysis 3: NW 14th Street & NW 23 Ave Movement EBL EBT WBT WBR SBL SBR Lane Configurations + t Sign Control Free Free Stop Grade 0% 0% 0% Volume (veh/h) 3 501 625 14 14 4 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 3 545 679 15 15 4 Pedestrians Lane Width (ft) Walking Speed (ftfs) Percent Blockage Right turn flare (veh) Median type None Median storage vets) vC, conflicting volume 695 1238 687 vC1, stage 1 conf vol vC2, stage 2 conf vol tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 92 99 cM capacity (veh/h) 901 193 447 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 548 695 20 Volume Left 3 0 15 Volume Right 0 15 4 cSH 901 1700 221 Volume to Capacity 0.00 0.41 0.09 Queue Length (ft) 0 0 7 Control Delay (s) 0.1 0.0 22.9 Lane LOS A C Approach Delay (s) 0.1 0.0 22.9 Approach LOS C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 46.7% ICU Level of Service A Synchro 5 Report Page 1 floridlvl7-AA51 Proposed PM Peak HCM Unsignalized Intersection Capacity Analysis 3: NW 14th Street & NW 23 Ave • 6.4 6.2 3. 5 . 3 161.:....., - 412 iL 4/1 Lane Configurations Grade Peak Hour Factor Pedestrians Walking Speed rce n= f Right turn flare ftfs Median storage veh conf vol tF (s) cM capacity (veh/h) Volume Total Volume Right Volume to Capacity Approach Delay (s) 0% 0% 0.92 0.92 0.92 0.92 0.92 0.92 2.2 854 616 758 2 0.00 0.45 0.11 0.1 0.0 26.9 ntersection Capacity Utilization 50.0% ICU Leve! of Service floridlvt7-AA51 Synchro 5 Report Page 1 • Existing PM Peak HCM Unsignalized intersection Capacity Analysis 1: NW 14th Street & Coastal DW Movement EBL EBT WBT WBR SBL SBR Lane Configurations + + Sign Control Free Free Stop Grade 0% 0% 0% Volume (vehTh) 0 532 678 0 0 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (veh/h) 0 578 737 0 0 0 Pedestrians Lane Width (ft) Walking Speed (ft/s) Percent Blockage Right turn flare (veh) Median type None Median storage veh) vC, conflicting volume 737 1315 737 vC1, stage 1 conf vo1 vC2, stage 2 conf vol tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 100 100 cM capacity (veh/h) 869 174 418 Direction, Lane # EB 1 WB 1 SB 1 Volume Total 578 737 0 Volume Left 0 0 0 Volume Right 0 0 0 cSH 1700 1700 1700 Volume to Capacity 0.34 0.43 0.00 Queue Length (ft) 0 0 0 Control Delay (s) 0.0 0.0 0.0 Lane LOS A Approach Delay (s) D.0 0.0 0.0 Approach LOS A Intersection Summary Average Delay 0.0 Intersection Capacity Utilization 42.1 % ICU Level of Service A floridlv17-AA51 Synchro 5 Report Page 1 Proposed PM Peak HCM Unsignalized Intersection Capacity Analysis 1: NW 14th Street & Coastal DW Grade Peak Hour Fac Pedestrians Lane. Walk Right turn Mean Median storage veh v vC vC tC single (s) to . tF (s) cM capacity (veh/h 4\a. 4/ 0% 0% 0% Volume Total 616 833 Volume Right Volume to Capac Control Delay Approach Delay 74 lulraftner- floridlv17-AA51 Synchro 5 Report Page 1